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HomeMy WebLinkAboutUpdate Technical Drainage Study UPDATE TO THE TECHNICAL DRAINAGE STUDY FOR ESTATE LOTS TRACT 26941 15-100248.001 January 2002 Prepared for: Communities Southwest, Inc. 181 Old Springs Road Anaheim, Ca. 92808 Phone: (714) 279-6555 Fax: (714) 279-6556 . . . CONSULTING \ , RECEIVED JAN 1 7 2002 CITY OF TEMECULA ENGINEERING DEPARTMENT CONSULTING January 17 . 2002 IN: 15-100248.001 Mr. Gerald Alegria Senior Engineer, P.E. City of Temecula Department of Public Works 43200 Business Park Drive RE: Update to the Technical Drainage Study Crown Hill Estates Lots Tract 26941 Dear Mr. Alegria: The above-referenced study was first submitted on November 20, 2001. This submittal includes four (4) water quality mitigation basins plus minor hydraulic revisions (WSPG output) to several of the storm drain systems. In addition, this update includes a copy of Figure 3 (Hydrolgy Map - Proposed Development) with the topography, per your request. ". Submitted herewith are two (2) copies of this update and two (2) copies of the improvement plans for your review and approval. Also included are the red-lined improvement plans from your office. Should you have any questions or need of additional information, please do not hesitate to contact us. If the review of this update is satisfactory, please have the reviewer sign at the indicated line and forward to our attention. Sincerely, ~~tfit Senior Engineer Riverside Region SIGNATURE OF APPROVAL DATE H:\PDA TAl 151 00248\Hydro\WOfdperfect\2submittaLwpd --- PLANNING . DESIGN . CONSTRUCTION 27555 Ynez Road, Suite 400, Temecula, CA 92591-4679 . 909.676.8042 . Fax 909.676.7240 Offices located throughout California, Arizona & Nevada a www.RBFcom pfintotd on 'ecvcled_ y . . . WATER QUALITY MITIGATION BASIN (WQMB) DRAINAGE BASIN 100(L1NE M- TRACT 23143-F) This WQMB has been sized based on the San Diego Regional Water Quality Control Board (RWQCB ) policy (store the volume generated from the first 0.6 inch of rainfall over the tributary watershed. Volume = Intercept and detain 0.6" of rainfall over watershed + 10% for sediment V= (O.6/12)*4.56ac= 0.23+10%*0.23 = 0.25 ac-ft The stage-elevation -volume relationship was established by measuring the surface areas of the contours encompassing the mitigation basin through AutoCadd. The results are summarized in the following table: TABLE 1 STAGE-VOLUME RELATIONSHIP DRAINAGE BASIN 100 WSEL AREA VOLUME TOTAL VOLUME TOTAL VOLUME (Feet) (Square feet) (Cubic feet) (Cubic feet) (Acre-feet) 0 0 0 1250 6395 46223 46223 1.06 1255 12094 WSEL = 1251.54 @ volume = 0.25 acre-feet :? * ***************************************** * * FLOOD . . HYDROGRAPH PACKAGE JUN 1998 VERSION 4.1 (HEC.l> . * * * * RUN DATE 14JAN02 TIME 10:10:22 * * * ***************************************** . . x X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX *************************************** . * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756.1104 * * . *************************************** THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC" KNOWN AS HECl (JAN 73>, HECIGS, HECIDB, AND HECIKW. THE OEFINITIONS OF VARIABLES .RTIMp. AND .RTIOR. HAVE CHANGED FROM THOSE USED WITH THE 1973.STYLE INPUT STRUCTURE. THE DEFINITION OF .AMSKK. ON RM'CARD WAS CHANGED WITH REVISIONS DATED 28 SEP al. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM ~ LINE . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 . . HEC.l INPUT ID...... .1...... .2...... .3.... u .4.......5...... .6...... .7... u. .8.. u.. .9. u.. .10 ROUTING THROUGH THE DETENTION BASIN WATER QUALITY BASIN DRAINAGE BASIN 100 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 251.54 ID lD ID lD lD *DIAGRA/4 IT 2 08JAN02 10 3 D6DD 300 KK INFLOW KH INFLOW HYDROGRAPH TO THE DETENTION BASIN KH BASED ON TRIANGULAR HYDROGRAPH QI 0 11.8 23.6 35.4 47.2 59.0 47.2 35.4 QI 0 BA .007 23.6 l1.B KK OUTFLO KM ROUTE FLOWS FROM DETENTION BASIN SV D 1.07 SE 250. 255.00 SQ O. 5.0 SE 251.50 252.00 RS 1 ELEV ZZ 15.1 252.50 251.54 28.4 44.1 62.1 253.00 253.50 254.00 PAGE 1 ;.) SCHEMATIC DIAGRAM OF STREAM NET~RK INPUT . (V) ROUT! NG NO. C) CONNECTOR 8 INFLOW V V 14 OUTFlO ("'0) DIVERSION OR PUMP FLOW (~...) RETURN OF DIVERTED OR PUMPED FLOW (***) RUNOFF ALSO COMPUTED AT THIS LOCATION . . G, ***************************************** *************************************** * * * FLOOD HYDROGRAPH PACKAGE ( HEC'1) * . JUN 1998 * VERSION 4.1 * * * * RUN DATE 14JAND2 TIME 10:10:22 * * * ***************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYOROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756.1104 * * * *************************************** ROUTING THROUGH THE DETENTION BASIN ~ATER QUALITY BASIN DRAINAGE BASIN 100 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL ~SEL= 251.54 710 OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT D PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN !DATE !TIME NQ NDDATE NDTIME ICENT 2 8JAN 2 0600 300 8JAN 2 1558 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK . COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOII STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE. FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * B KK * INFLOII * . * . ************** INFLOII HYDROGRAPH TO THE DETENTION BASIN BASED ON TRIANGULAR HYDROGRAPH SUBBASIN RUNOFF DATA 1 13 BA . *** PEAK FLOII (CFS) 59. SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA *** *** *** *** *** HYDROGRAPH AT STATION INFLOII TIME (HR) .17 MAXIMUM AVERAGE FLOII 24'HR 72'HR 1. 1. 2.177 2.177 1. 1. 9.97'HR 1. 2.177 1. (CFS) (INCHES) (AC'H) 6-HR 2. 2.177 1. CUMULATIVE AREA = .01 sa MI *** *** ... *.* ... *.* *** .*. *** *** *** *** *** *** *** *** *** ... *** *** *** ... *** *** *** *** *** *** *** ... *** *** .*. 14 KK . 20 RS 15 SV 17 SE 18 sa 19 SE . *** PEAK fLOII .............. * * * OOTFlO * * * ************** ROUTE fLO\IS fROM DETENTION BASIN HYDROGRAPH ROUTING DATA STORAGE ROUTI NG NSTPS ITYP RSVRIC X 1 NUMBER Of SUBREACHES ELEV TYPE Of INITIAL CONDITION 251.54 INITIAL CONDITION .00 UORKING RAND 0 COEffiCIENT STORAGE .0 1.1 ELEVATION 250.00 255.00 DISCHARGE O. 5. 44. 62. 15. 28. ELEVATION 251.50 252.50 254.00 253.00 253.50 252.00 *** STORAGE OUT FlOll ELEVATION COMPUTED STORAGE.OUTfLOII.ELEVATION DATA .00 .32 .43 .54 .64 .75 .86 1.07 .00 .00 5.00 15.10 28.40 44.10 62.10 98.10 250.00 251.50 252.00 252.50 253.00 253.50 254.00 255.00 *** *** *** *** HYDROGRAPH AT STATION OUTfLO TIME MAXIMUM AVERAGE fLOII e, (CFS) (HR) 6'HR 24.HR 72'HR 9.97'HR 37. .23 (CFS) 2. 1. 1. 1. (INCHES) 2.200 2.200 2.200 2.200 . (AC.H) 1. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC.FT) (HR) 6'HR 24'HR 72'HR 9.97'HR 1. .23 D. O. D. D. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6.HR 24'HR 72'HR 9.97'HR 253.28 .23 251.61 251.56 251.56 251. 56 CUMULATIVE AREA ; .01 SO MI . . '\. RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND . TIME IN HOURS, AREA IN SQUARE MILES PEAK TI ME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6'HOOR 24'HOOR 72'HOOR AREA STAGE MAX STAGE HYDROGRAPH AT INFLOW 59. .17 2. 1. 1. .01 ROOTED TO OOTFLO 37. .23 2. 1. 1. .01 253.28 .23 . . \0 1248b1.o.Q;~~R .__._ _ . . . = ~-,.- o T1 OUTLET OF WATER QUALITY BASIN T2 BASIN 100 T3 FILE:248B100WSP 1/07/02 SO 100.001244.80 1 .013 1246.8 R 159.001247.63 1 .013 45. SH 1 CD 1 4 2.0 --= --pi;9~_1 ~ \\ . . . F0515P WATER SURFACE PROFilE. TITLE CARO liSTING HEADING liNE NO 1 IS. OUTLET OF WATER QUAliTY BASIN HEAOING liNE NO 2 IS - BASIN 100 HEAOING liNE NO 3 IS . FllE:248B100.wSP 1/07/02 PAGE NO 3 \1..--' . . . F0515P PAGE NO 2 WATER SURFACE PROFILE. ELEMENT CARO LISTING ELEMENT NO liS A SYSTEM OUTLET . U/S OATA STATION INVERT SECT 100.001244.80 1 W S ELEV 1246.80 ELEMENT NO 2 IS A REACH U/S OATA STATION INVERT SECT 159.001247.63 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U1S OATA STATION INVERT SECT W S ELEV 159.00.1247.63 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HOWKDS, W.S.ELEV = INV + DC o . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING OUTLET OF WATER QUALITY BASIN BASIN 100 FILE:248Bl00.wSP 1/07/02 STATION INVERT OEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAO GRO.EL. ELEV OEPTH OIA 10 NO. PIER UELEM SO SF AVE HF NORM OEPTH ZR *-_____******__***__**__*****__**********_____*********** 1 ***--- 100.00 1244.80 1.420 1246.220 37.0 15.51 3.737 1249.957 0.00 1.935 2.00 0.00 0.00 0 0.00 13.16 0.04797 .035671 0.47 1.290 0.00 113.16 1245.43 1.456 1246.887 37.0 15.10 3.539 1250.426 0.00 1.935 2.00 0.00 0.00 0 0.00 16.67 0.04797 .032745 0.55 1.290 0.00 129.83 1246.23 1.524 1247.755 37.0 14.40 3.218 1250.973 0.00 1.935 2.00 0.00 0.00 0 0.00 11.700.04797 .029458 0.34 1.290 0.00 141.53 1246.79 1.600 1246.392 37.0 13.72 2.925 1251.317 0.00 1.935 2.00 0.00 0.00 0 0.00 8.47 0.04797 .026714 0.23 1.290 0.00 150.00 1247.20 1.686 1248.864 37.0 13.09 2.660 1251.544 0.00 1.935 2.00 0.00 0.00 0 0.00 5.93 0.04797 .024570 0.15 1.290 0.00 . 155.93 1247.48 1.789 1249.272 37.0 12.48 2.418 1251.690 0.00 1.935 2.00 0.00 0.00 0 0.00 3.07 0.04797 .023570 0.07 1.290 0.00 159.00 1247.63 1.935 1249.565 37.0 11.89 2.196 1251.761 0.00 1.935 2.00 0.00 0.00 0 0.00 . \"'- . . . Stage-Discharge Relationship 2 1251.54 1249.57 0.6 3.2 0.8 STANDPIPE DIA (FT) CREST ELEVATION (FT) WSEL INSIDE STANDPIPE ORIFICE COEFF. WEIR COEFF. WEIR EFF. LENGTH FACTOR QORFICE=Co* A *(2*g*H)^0.5 QWEIR=Cw*L*H^1.5 A=PI*D*D/4, L=PI*D= 3.1 FT^2 6.3 FT ORIFICE WEIR WSEL HEAD (FT) Q (CFS) HEAD (FT) Q (CFS) 1254.00 4.43 31.8 2.46 62.1 1252.00 0 0.0 0.46 5.0 1252.50 0 0.0 0.96 15.1 1253.00 0 0.0 1.46 28.4 1253.50 0 0.0 1.96 44.1 CONTROLLING Q(CFS) 62.1 5.0 15.1 28.4 44.1 NOTES: ORIFICE EQUATION APPLICABLE FOR DEPTH >1.2*DIA 2b100.wb3 01114/02 RBF Consulting \5 . . . Stage-Discharge Relationship 2 1251.54 1249.57 0.6 3.2 0.8 STANDPIPE DIA (FT) CREST ELEVATION (FT) WSEL INSIDE STANDPIPE ORIFICE COEFF. WEIR COEFF. WEIR EFF. LENGTH FACTOR QORFICE=Co* A *(2*g*H)^0.5 QWEIR=Cw*L*H^1.5 A=PI'D*D/4, L=PI*D= 3.1 FT^2 6.3 FT ORIFICE WEIR CONTROLLING WSEL HEAD (FT) Q (CFS) HEAD (FT) Q (CFS) Q(CFS) 1251.50 0 0.0 0 0.0 0.0 1252.00 0 0.0 0.46 5.0 5.0 1252.50 0 0.0 0.96 15.1 15.1 1253.00 0 0.0 1.46 28.4 28.4 1253.50 0 0.0 1.96 44.1 44.1 NOTES: ORIFICE EQUATION APPLICABLE FOR DEPTH >1.2*DIA b100.wb3 01/14/02 RBF Consulting \~ . . . WATER QUALITY MITIGATION BASIN (WQMB) DRAINAGE BASIN 300/700 This WQMB has been sized based on the San Diego Regional Water Quality Control Board (RWQCB ) policy (store the volume generated from the first 0.6 inch of rainfall over the tributary watershed. Volume = Intercept and detain 0.6" of rainfall over watershed + 10% for sediment V= (O.6/12)*33.03ac= 1.65*10%*1.65 = 1.82 ac-ft The stage-elevation -volume relationship was established by measuring the surface areas of the contours encompassing the mitigation basin through AutoCadd. The results are summarized in the following table: TABLE 1 STAGE-VOLUME RELATIONSHIP DRAINAGE BASIN 3001700 WSEL AREA VOLUME TOTAL VOLUME TOTAL VOLUME (Feet) (Square feet) (Cubic feet) (Cubic feet) (Acre-feet) 0 0 0 1186 5176 9640 9640 0.22 1187 14105 19917 29557 0.68 1188 25730 28803 58360 1.34 1189 31877 33159 91519 2.10 1190 34442 35561 127080 2.92 1191 36680 WSEL = 1189.63 @ volume = 1.82 acre-feet \\ ***************************************** *************************************** * * * FLOOD HYDROGRAPH PACKAGE (HEC'l) * * JUN 1~8 * . VERSION 4.1 * * * RUN DATE 14JAN02 TIME 13:22:39 * * * . * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * . 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756.1104 * * . ***************************************** *************************************** x X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC.l KNOYN AS HECl (JAN 73), HEC1GS, HEC10B, AND HEC1K~. . THE DEFINITIONS OF VARIABLES .RTIMp. AND .RTIOR. HAVE CHANGED FROM THOSE USED ~ITH THE 1973'STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK. ON RM.CARD ~AS CHANGED ~ITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSION NE~ OPTIONS: DAM BREAK OUTFLO~ SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:~RITE STAGE FREOUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INfiLTRATION KINEMATIC ~AVE: NE~ FINITE DIFFERENCE ALGORITHM . ~ LINE . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 . . HEC.l INPUT 10...... .,...... .2...... .3...... .4.......5...... .6...... .7...... .8...... .9..... .10 ID ROUTING THROUGH THE DETENTION BASIN ID WATER QUALITY BASIN 10 ORAINAGE BASIN 300 10 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES OUE TO FIELD COLUMNS 10 SEVERE CONDITION INITIAL WSEL= 189.63 *OIAGRAM IT 1 16NOV01 0600 300 10 3 KK INFLOW KM INFLOW HYOROGRAPH TO THE OETENTION BASIN KM BASED ON TRIANGULAR HYOROGRAPH QI 0 11.6 23.1 34.70 46.3 QI 69.4 57.8 46.3 34.7 23.1 BA .05 57.8 11.6 69.4 00.0 BO.90 11.0 92.50 0.0 80.9 KK OUTF LO KM ROUTE FLOWS FROM OETENTION BASIN SV 0 .22 0.68 1.34 2.10 2.92 SE 186.0 187.00 188.0 189.00 190.00 191.00 SQ 0.0 8.2 27.5 53.4 84.5 SE 189.5 190.0 190.5 191.0 191.5 RS 1 ELEV 189.63 ZZ PAGE 1 \'\ SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE CV) ROUTING .. C.) CONNECTOR 8 INFLOW V V 14 OUTF LO C"'.) DIVERSION OR PUMP FLOW C=...) RETURN OF DIVERTED OR PUMPED FLOW C***) RUNOFF ALSO COMPUTED AT THIS LOCATION . . 1JJ ***************************************** *************************************** * * * FLOOD HYDROGRAPH PACKAGE (HEC.1) * * JUN 1998 . . VERSION 4.' . * * RUN DATE 14JAND2 TIME 13:22:39 * * * * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756.1104 * * * ***************************************** *************************************** ROUTING THROUGH THE DETENTION BASIN WATER QUALITY 8ASIN DRAINAGE BASIN 300 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 189.63 7 10 OUTPUT CONTROL VARIABLES IPRNT 3 IPLOT 0 QSCAL O. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN !DATE ITIME NQ NDDATE NDTIME ICENT 1 16NOV 1 0600 300 16NOV 1 1059 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK . COMPUTATION INTERVAL TOTAL TIME BASE .02 HOURS 4.98 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE. FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 8 KK . INFLOW * * * . ************** INFLOW HYDROGRAPH TO THE DETENTION BASIN BASED ON TRIANGULAR HYDROGRAPH SUBBASIN RUNOFF DATA v. 13 BA . PEAK FLOW (CFS) 93. SUBBASIN CHARACTERISTICS TAREA .05 SUBBASIN AREA *** *** *** *** *** *** 4.98'HR 13. 1.987 5. **. *.. .*. *** *-- *-* *** *-"" **- *** *_* *__ *__ *__ *__ *__ **_ *__ ... *_* *_* *._ _'lit- *__ *__ *** *__ *** *** *_* *__ *__ *'lIt_ 14 KK . 20 RS 15 SV 17 SE 18 SO 19 SE e*** PEAK FLOW HYDROGRAPH AT STATION INFLOW TIME (HR) .13 (CFS) (INCHES) (AC'H) 6'HR 13. 1. 987 S. MAXIMUM AVERAGE FLOW 24'HR 72.HR 13. 13. 1.987 1.987 S. S. CUMULATIVE AREA = .05 SO MI 'lIt***_***__**** * * * OUT FlO * * * ************** ROUTE FLOWS FROM DETENTION BASIN HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC X STORAGE ELEVATION DISCHARGE ELEVATION STORAGE OUTF LOW ELEVATION .00 .00 186.00 *** 1 NUMBER OF SUBREACHES ELEV TYPE OF INITIAL CONDITION 189.63 INITIAL CONDITION .00 WORKING RAND D COEFFICIENT .0 .2 .7 186.00 187.00 188.00 189.00 o. 8. 28. 189.50 190.00 190.50 191.00 *** 1.3 2.1 2.9 190.00 191.00 53. 85. 191.50 COMPUTED STORAGE.OUTFLOW.ELEVATION DATA .22 .68 1.34 1. 72 2.10 2.51 2.92 3.33 .00 .00 .00 .00 8.20 27.50 53.40 84.50 187.00 188.00 189.00 189.50 190.00 190.50 191.00 191.50 *** *** *** TIME HYDROGRAPH AT STATION OUTFLO MAXIMUM AVERAGE FLOW 1Jr (CFS) (HR) 6'HR 24'HR 72'HR 4.98'HR 29. .22 (CFS) 12. 12. 12. 12. (INCHES) 1. 860 1. 860 1.860 1.860 (AC'H) 5. 5. 5. 5. __ STORAGE TIME MAXIMUM AVERAGE STORAGE (AC'H) (HR) 6'HR 24.HR 72.HR 4.98'HR 3. .22 2. 2. 2. 2. PEAK STAGE TIME MAXIMUM AVERAGE STAGE ( FEET) (HR) 6-HR 24.HR 72.HR 4.98'HR 190.53 .22 190.10 190.10 190.10 190.10 CUMULATIVE AREA = .05 sa MI . . zj;J RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES . PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOO BASIN MAXIMUM TIME OF OPERATION STATION FLOII PEAK 6.HOUR 24. HOUR 72. HOUR AREA STAGE MAX STAGE HYDROGRAPH AT INFLOW 93. .13 13. 13. 13. .05 ROUTED TO OUTFLO 29. .22 12. 12. 12. .05 190.53 .22 *** NORMAL END OF HEC-1 *** . . ~A.... . . . Stage-Discharge Relationship 4 1189.6 1185.02 0.6 3.2 0.8 STANDPIPE DIA (FT) CREST ELEVATION (FT) WSEL INSIDE STANDPIPE ORIFICE COEFF. WEIR COEFF. WEIR EFF. LENGTH FACTOR QORFICE=Co* A *(2*g*H)^0.5 QWEIR=Cw*L*H^1.5 A=PI*D*D/4, L=PI*D= 12.6 FT^2 12.6 FT ORIFICE WEIR WSEL HEAD (FT) Q (CFS) HEAD (FT) Q (CFS) 1189.50 0 0.0 0 0.0 1190.00 0 0.0 0.4 8.1 1190.50 0 0.0 0.9 27.5 1191.00 0 0.0 1.4 53.3 1191.50 0 0.0 1.9 84.3 CONTROLLING Q(CFS) 0.0 8.1 27.5 53.3 84.3 NOTES: ORIFICE EQUATION APPLICABLE FOR DEPTH >1.2*DIA b300.wb3 01/14/02 RBF Consulting 7fi' !(248rev30.wsQ . . . p<lg~11 o T1 OUTLET OF WATER QUALITY BASIN T2 BASIN 300/700 T3 FILE:248REV300.wSP 11/27/01 rev. 1/02/02 SO 100.001182.45 1 .013 1184.45 R 137.001183.00 1 .013 SH 1 CD 1 4 2.0 tk . . . LICENSEE: R.B.F. & ASSOC.. SAN OIEGO F0515P WATER SURFACE PROFILE LISTING OUTLET OF WATER QUALITY BASIN BASIN 300noo FILE:248REV300.wSP 11/27/01 rev. 1/02102 STATION INVERT OEPTH W.S. AVBPR ELEV OF FLOW ELEV Q PAGE 1 HEAO GRD.EL. ELEV OEPTH VEL VEL ENERGY SUPER CRITICAL PIER UELEM SO SF AVE HF NORM OEPTH *-*---************************--**********-***********--*--******************-***-************* 2.00 0.00 0.00 0 0.00 100.00 1182.45 2.000 1184.450 29.0 9.23 1.323 1185.773 0.00 1.846 37.00 0.01486 .016433 0.61 1.750 137.00 1183.00 2.058 1185.058 29.0 9.23 1.323 1186.381 0.00 1.846 HGTI BASEl ZL NO OIA 10 NO. ZR 0.00 2.00 0.00 0.00 0 0.00 2.>1. **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL eel Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * ESTATE LOTS * BASINS 500.900 * 100'YEAR * * * ************************************************************************** FILE NAME: E700.DAT TIME/DATE OF STUDY: 11:30 01/14/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRAOIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 .'YEAR STORM 10.MINUTE INTENSITY(INCH/HOUR) = 2.360 -YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100'YEAR STORM 10'MINUTE INTENSITY(INCH/HOUR) = 3.480 100'YEAR STORM 60'MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10'YEAR INTENSITY.OURATION CURVE = 0.5505732 SLOPE OF 100'YEAR INTENSITY.DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1.HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "CO-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER'DEFINED STREET.SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL* HALF. CROWN TO STREET'CROSSFALL: CURB GUTTER. GEOMETRIES: MANNING WIDTH CROSSFALL IN. / OUT./PARK. HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- ----------------- --------- ----------------- ------ GLOBAL STREET FLOW'DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Veloc;ty) Constraint = 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** ~W PROCESS FROM NODE 423.00 TO NODE 500.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 541.94 UPSTREAM ELEVATION = 1196.96 ~WNSTREAM ELEVATION = 11B1.43 ~EVATION DIFFERENCE = 15.53 TC = D.3D3*[C 541.94**3)/C 15.53)]**.2 7.651 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.032 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8911 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 2.51 TOTAL AREACACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.51 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 7.65 RAINFALL INTENSITY(INCH/HR) = 4.03 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.51 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ~=====:;;::::=;:;;;::=:::::::=::;;~::==================================== DEVELOPMENT IS SINGLE FAMILYC1/2 ACRE) TC = K*[(LENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 220.00 UPSTREAM ELEVATION = 1199.70 DOWNSTREAM ELEVATION = 1196.80 ELEVATION DIFFERENCE = 2.90 TC = 0.422*[( 220.00**3)/C 2.90)]**.2 = 8.677 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.762 SINGLE'FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8429 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 1.90 0.60 TOTAL RUNOFFCCFS) = 1.90 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 500.00 IS CODE = 51 .....COMPUTE TRAPE20lDAL CHANNEL FLOW===== .....TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)===== ELEVATION DATA: UPSTREAM(FEET) = 1200.00 DOWNSTREAMCFEET) CHANNEL LENGTH THRU SUBAREACFEET) = 100.00 CHANNEL SLOPE CHANNEL 8ASECFEET) = 0.00 "2" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 tNNEL FLOW THRU SUBAREA(CFS) = 1.90 W VELOCITY(FEET/SEC) = 10.58 FLOW DEPTHCFEET) = 0.35 AVEL TIME(MIN.) = 0.16 Tc(MIN.) = 8.83 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 500.00 1184.43 = 0.1557 320.00 FEET. **************************************************************************** ~ FLOW PROCESS FROM NOOE SOO.OO TO NODE SOO.OO IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE~ ---------------------------------------------------------------------------- 4111t~~~::~~:~~:~:::;:~~~~:~:-;:::::::::~-:~::::--:-:::~--------------------- TIME OF CONCENTRATIONCMIN.) = 8.83 RAINFALL INTENSITYCINCH/HR) = 3.73 TOTAL STREAM AREACACRES) = 0.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.90 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NOOE SOO.OO IS CODE = 21 .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM OEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 370.00 UPSTREAM ELEVATION = 1259.00 DOWNSTREAM ELEVATION = 1184.43 ELEVATION DIFFERENCE = 74.S7 TC = 0.937*[C 370.00**3)/( 74.S7)]**.2 = 13.751 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.921 SOIL CLASSIFICATION IS .0. SUBAREA RUNOFFCCFS) = 1.83 TOTAL AREACACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.83 .************************************************************************ OW PROCESS FROM NODE 500.00 TO NOOE 500.00 IS CODE = 1 tttttDESIGNATE INDEPENDENT STREAM FOR CONFlUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) 13.75 RAINFALL INTENSITY(INCH/HR) = 2.92 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 **************************************************************************** FLOW PROCESS FROM NODE 424.00 TO NOOE S04.00 IS COOE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = S42.02 UPSTREAM ELEVATION = 1196.96 DOWNSTREAM ELEVATION = 1179.22 ELEVATION DIFFERENCE = 17.74 TC = 0.303*[( 542.02**3)/( 17.74)]**.2 = 7.451 fo YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.091 MERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8912 OIL CLASSIFICATION IS .0. SUBAREA RUNOFF(CFS) 2.55 TOTAL AREACACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.SS ~ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 504.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---========================================================================= TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 7.45 RAINFALL INTENSITY(INCH/HR) = 4.09 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.55 ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.51 7.65 4.032 0.70 2 1.90 8.83 3.725 0.60 3 1.83 13.75 2.921 0.80 4 2.55 7.45 4.091 0.70 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 4 STREAMS. . PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (I NCH/HOUR) 1 7.59 7.45 4.091 2 7.69 7.65 4.032 3 7.72 8.83 3.725 4 6.96 13.75 2.921 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.59 Te(MIN.) = 7.45 TOTAL AREA(ACRES) = 2.80 LONGEST FLOWPATH FROM NODE 424.00 TO NODE 504.00 = 542.02 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 30.00 UPSTREAM ELEVATION = 1285.00 DOWNSTREAM ELEVATION = 1270.00 tEVATION DIFFERENCE = 15.00 = 0.709*[( 30.00**3)/( 15.00)J**.2 = 3.176 " MPUTEO TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.04 ?;\ TOTAL AREACACRES) = 0.01 TOTAL RUNOffCCfS) = 0.04 **************************************************************************** fLOW PROCESS fROM NOOE 601. 00 TO NOOE 602.00 IS COOE = 51 ........................................................-----......-----. YARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. **************************************************************************** fLOW PROCESS fROM NODE 601.DD TO NODE 602.00 IS CODE = 81 .....ADDITION Of SUBAREA TO MAINLINE PEAK fLOW====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINfALL INTENSITYCINCH/HOUR) = 5.093 UNDEVELOPED WATERSHED RUNOff COEffICIENT = .8D53 SOIL CLASSIFICATION IS "C" SU8AREA AREACACRES) = 0.25 TOTAL AREACACRES) 0.26 TCCMIN) = 5.0D SUBAREA RUNOffCCfS) = TOTAL RUNOffCCfS) = 1.D3 1.07 **************************************************************************** fLOW PROCESS fROM NODE 602.00 TO NODE 603.00 IS CODE = 51 tttttCOMPUTE TRAPEZOIDAL CHANNEL FLOW===== .....TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(fEET) = 1244.70 DOWNSTREAMCfEET) CHANNEL LENGTH THRU SUBAREA(fEET) 180.00 CHANNEL SLOPE CHANNEL BASE(fEET) = G.OO "Z" fACTOR = 1.500 MANNING'S fACTOR = 0.015 MAXIMUM DEPTHCfEET) = Z.OG ~NNEL fLOW THRU SUBAREACCfS) = 1.07 ~OW VELOCITYCfEET/SEC) = 5.17 fLOW DEPTHCfEET) = G.37 TRAVEL TIMECMIN.) = 0.58 Te(MIN.) = 5.58 LONGEST fLOWPATH fROM NDOE 600.00 TO NODE = 1239.00 = 0.G317 603.00 = 210.00 fEET. **************************************************************************** fLOW PROCESS fROM NODE 602.00 TO NOOE 603.00 IS CDOE = 81 tttttADDITION OF SUBAREA TO MAINLINE PEAK FLOY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.795 UNDEVELOPED WATERSHED RUNOff COEffiCIENT = .8001 SOIL CLASSifiCATION IS "CO SUBAREA AREA(ACRES) 0.30 TOTAL AREA(ACRES) = 0.56 TCCMIN) = 5.58 SUBAREA RUNOff(CfS) = TOTAL RUNOffCCfS) = 1.15 2.22 **************************************************************************** fLOW PROCESS fROM NODE 603.00 TO NOOE 604.00 IS CDOE = 52 .....COMPUTE NATURAL VALLEY CHANNEL fLOW====: tttttTRAVELTIME THRU SUBAREA===== ELEVATION DATA: UPSTREAMCfEET) = 1239.00 OOWNSTREAM(fEET) = 1224.0G CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.1000 .NNEL fLOW THRU SUBAREA(CfS) = 2.22 W VELOCITYCfEET/SEC) = 5.56 CPER LACfCD/RCfC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.45 TeCMIN.) = 6.G3 LONGEST fLOWPATH fROM NOOE 60G.00 TO NDOE 604.00 = 360.00 fEET. ?;Y- **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE ~;:~=::~:::=~;=;;:::~;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.03 RAINFALL INTENSITY(INCH/HR) = 4.60 TOTAL STREAM AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.22 **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 604.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 400.00 UPSTREAM ELEVATION = 1285.00 DOWNSTREAM ELEVATION = 1224.00 ELEVATION OIFFERENCE = 61.00 TC = 0.709*[( 400.00**3)/( 61.00)]**.2 11.352 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.246 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 4.07 ~*********************************************************************** ~OW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.35 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.07 **************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 607.00 IS CODE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 20.00 UPSTREAM ELEVATION = 1285.00 DOWNSTREAM ELEVATION = 1275.00 ELEVATION DIFFERENCE = 10.00 TC = 0.709*[( 20.00**3)/( 10.00)]**.2 2.701 .PUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. o YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.04 0.01 TOTAL RUNOFF(CFS) 0.04 ~ ********************........************************************************ FLOW PROCESS FROM NODE 607.00 TO NODE 604.00 IS CODE = 51 . WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. ****************************************.*********************************** FLOW PROCESS FROM NODE 607.00 TO NOOE 604.00 IS CODE = 81 .....AOOITION OF SUBAREA TO MAINLINE PEAK FLOW===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8278 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.85 TOTAL AREA(ACRES) 0.86 TC(MIN) = 5.00 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 3.58 3.62 **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NOllE 604.00 IS CODE = <<<<<<<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 5.09 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.62 ~************************************************************************ FLOW PROCESS FROM NODE 608.00 TO NODE 604.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 500.00 UPSTREAM ELEVATION = 1285.00 DOWNSTREAM ELEVATION = 1224.00 ELEVATION OIFFERENCE = 61.00 TC = 0.709*[( 500.00**3)/( 61.00)]**.2 = 12.978 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.016 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) 1.92 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 1.92 **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NOllE 604.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 5 .FLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: E OF CONCENTRATION(MIN.) = 12.98 RAINFALL INTENSITY(INCH/HR) = 3.02 TOTAL STREAM AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.92 ~. FLOW PROCESS FROM NODE **************************************************************************** 609.00 IS CODE = 7 609.00 TO NODE ....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ======================================================================== USER.SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.67 RAIN INTENSITY(INCH/HOUR) = 3.20 TOTAL AREA(ACRES) = 29.40 TOTAL RUNOFF(CFS) = 80.80 FLOW PROCESS FROM NODE **************************************************************************** 604.00 IS CODE = 52 609.00 TO NODE .....COMPUTE NATURAL VALLEY CHANNEL FLOW====: .....TRAVELTIME THRU SUBAREA====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(FEET) = 1235.00 DOWNSTREAM(FEET) = 1224.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0550 CHANNEL FLOW THRU SUBAREA(CFS) = 80.80 FLOW VELOCITY(FEET/SEC) = 10.45 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.32 Te(MIN.) = 11.99 lONGEST FlOWPATH FROM NODE 0.00 TO NODE 604.00 = 200.00 FEET. FLOW PROCESS FROM NODE **************************************************************************** 604.00 IS CODE = 609.00 TO NODE .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFlUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 5 ~FLUENCE VALUES USED FOR INDEPENDENT ~ME OF CONCENTRATION(MIN.) = 11.99 RAINFAll INTENSITY(INCH/HR) = 3.15 TOTAL STREAM AREA(ACRES) = 29.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 2.22 2 4.07 3 3.62 4 1.92 5 80.80 Te (MIN.) 6.03 11.35 5.00 12.98 11.99 INTENSITY (INCH/HOUR) 4.595 3.246 5.093 3.016 3.150 STREAM 5 ARE: 80.80 AREA (ACRE) 0.56 1.65 0.86 0.85 29.40 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA WIll NOT NECESSARilY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFAll INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 5 STREAMS. ** PEAK .EAM BER 1 2 3 FLOW RATE RUNOFF (CFS) 41.69 49.18 86.13 TABLE ** Te (MIN.) 5.00 6.03 11.35 INTENSITY (INCH/HOUR) 5.093 4.595 3.246 7~ 4 5 90.29 S6.66 11.99 12.9S 3.150 3.016 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~AK FLO~ RATE(CFS) 90.29 Tc(MIN.): ~AL AREA(ACRES) : 33.32 LONGEST FLOWPATH FROM NODE 60S.00 TO NODE 11.99 604.00 : 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NOOE 610.00 IS CODE: 52 .....COMPUTE NATURAL VALLEY CHANNEL FLOW~ .....TRAVELTIME THRU SUBAREA~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET): 1224.00 DO~NSTREAM(FEET) 1212.20 CHANNEL LENGTH THRU SUBAREA(FEET): 300.00 CHANNEL SLOPE: 0.0393 CHANNEL FLOW THRU SUBAREA(CFS) : 90.29 FLO~ VELOCITY(FEET/SEC): 9.13 (PER LACFCD/RCFC&~CD HYDROLOGY MANUAL) TRAVEL TIME(MIN.): 0.55 Tc(MIN.): 12.54 LONGEST FLO~PATH FROM NOOE 60S.00 TO NODE 610.00: SOO.OO FEET. **************************************************************************** FLOW PROCESS FROM NOOE 610.00 TO NOOE 610.00 IS CODE: .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS: 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.54 RAINFALL INTENSITY(INCH/HR): 3.07 ~TAl STREAM AREACACRES) = 33.32 ~AK FLO~ RATE(CFS) AT CONFLUENCE: 90.29 **************************************************************************** FLO~ PROCESS FROM NOOE 611. 00 TO NOOE 610.00 IS COOE: 21 .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED ~ITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLO~'LENGTH: 430.00 UPSTREAM ELEVATION: 1275.00 DO~NSTREAM ELEVATION: 1212.20 ELEVATION DIFFERENCE: 62.S0 Te : 0.709*[( 430.00**3)/( 62.S0)]**.2: 11.786 100 YEAR RAINFALL INTENSITY(INCH/HOUR): 3.179 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) : 4.27 TOTAL AREA(ACRES) : 1.70 TOTAL RUNOFF(CFS) : 4.27 **************************************************************************** FLO~ PROCESS FROM NODE 610.00 TO NODE 610.00 IS COOE : tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: AL NUMBER OF STREAMS: 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 11.79 RAINFALL INTENSITY(INCH/HR): 3.1S ?fi> TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.27 **************************************************************************** .OY PROCESS FROM NOOE 612.00 TO NODE 613.00 IS COOE = 21 ------------------------------------------------------------------------ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY.LENGTH = 100.00 UPSTREAM ELEVATION = 1236.00 DOWNSTREAM ELEVATION = 1235.00 ELEVATION DIFFERENCE = 1.00 TC = 0.422*[( 100.00**3)/( 1.00)]**.2 6.690 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.340 SINGLE'FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .849B SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = '.84 **************************************************************************** FLOY PROCESS FROM NODE 613.00 TO NODE 610.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.69 ~INFAll INTENSITY(INCH/HR) = 4.34 ~TAL STREAM AREA(ACRES) = 0.50 PEAK FLOY RATE(CFS) AT CONFLUENCE = 1.84 **************************************************************************** FLOY PROCESS FROM NODE 614.00 TO NODE 615.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOY.LENGTH = 100.00 UPSTREAM ELEVATION = 1239.00 DOYNSTREAM ELEVATION = 1238.00 ELEVATION DIFFERENCE = 1.00 TC = 0.422*[( 100.DD**3)/( 1.00)J**.2 = 6.690 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.340 SINGLE'FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8345 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.Bl **************************************************************************** FLOW PROCESS FROM NODE 615.00 TO NODE 610.00 IS CODE = 52 .....--------------...........-...................................-..... ..COMPUTE NATURAL VALLEY CHANNEL FLOY===== 44444TRAVELTIME THRU SUBAREA===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1238.00 DOYNSTREAM(FEET) = 1212.20 ~ CHANNEL LENGTH THRU SUBAREACFEET) = 200.00 CHANNEL SLOPE = 0.1290 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREACCFS) = 1.81 FLOW VELOCITYCFEET/SEC) = 5.33 CPER LACFCD/RCFC&WCD HYDROLOGY MANUAL) .AVEL TIMECMIN.) = 0.63 TcCMIN.) = 7.32 NGEST FLOWPATH FROM NODE 614.00 TO NODE 610.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATIONCMIN.) = 7.32 RAINFALL INTENSITYCINCH/HR) = 4.13 TOTAL STREAM AREACACRES) = 0.50 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.81 **************************************************************************** FLOW PROCESS FROM NODE 616.00 TO NODE 617.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER Te = K*[(lENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 310.00 UPSTREAM ELEVATION = 1285.00 _WNSTREAM ELEVATION = 1232.60 EVATION DIFFERENCE = 52.40 C = 0.709*[C 310.00**3)/C 52.40)J**.2 = 10.043 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.472 SOIL CLASSIFICATION IS "C. SUBAREA RUNOFFCCFS) = 2.00 TOTAL AREACACRES) = 0.75 TOTAL RUNOFFCCFS) = 2.00 **************************************************************************** FLOW PROCESS FROM NODE 617.00 TO NODE 618.00 IS CODE = 31 <<<<<<<<<<COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== <<<<<<<<<<USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1232.60 DOWNSTREAMCFEET) = 1228.70 FLOW LENGTHCFEET) = 41.30 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETERCINCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE.FLOW VELOCITYCFEET/SEC.) = 10.54 ESTIMATED PIPE DIAMETERCINCH) = 18.00 PIPE.FLOWCCFS) = 2.00 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE NUMBER OF PIPES 0.07 TcCMIN.) = 10.11 616.00 TO NODE 618.00 = 351.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 618.00 TO NODE 610.00 IS CODE = 52 .....---..-----..--.........................................--......---- ..COMPUTE NATURAL VALLEY CHANNEL FLOW===== <<<<<<<<<<TRAVELTIME THRU SUBAREA===== ELEVATION OATA: UPSTREAMCFEET) = 1228.71 DOWNSTREAMCFEET) = 1212.20 ~ CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0971 CHANNEL FLOW THRU SUBAREA(CFS) = 2.00 FLOW VELOCITY(FEET/SEC) = 5.36 (PER LACFCO/RCFC&WCO HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 10.64 .NGEST FLOWPATH FROM NODE 616.00 TO NODE 610.00 = 521.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 5 ARE: TIME OF CONCENTRATION(MIN.) = 10.64 RAINFALL INTENSITY(INCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.00 ** CONfLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 90.29 12.54 3.073 33.32 2 4.27 11.79 3.179 1.70 3 1.84 6.69 4.340 0.50 4 1.81 7.32 4.132 0.50 5 2.00 10.64 3.364 0.75 *********************************WARNING********************************** . THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 5 STREAMS. ** PEAK FLOW RATE TABLE -- STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 55.36 6.69 4.340 2 60.27 7.32 4.132 3 85.35 10.64 3.364 4 93.79 11.79 3.179 5 98.89 1254 3.073 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 98.89 Tc(MIN.) = 12.54 TOTAL AREA(ACRES) = 36.77 LONGEST FLOWPATH FROM NODE 608.00 TO NODE 610.00 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 4;tttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ======================================================================= OTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.54 RAINFALL INTENSITY(INCH/HR) = 3.07 7f\ TOTAL STREAM AREACACRES) = 36.77 PEAK FLOW RATECCFS) AT CONFLUENCE = 98.89 **************************************************************************** ~~.~~~~~~~.~~~.~~~....~~~:~~.~~.~~~....~~~:~~.~~.~~~.:_..~.......... .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER.SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 8.96 RAIN INTENSITYCINCH/HOUR) = 3.70 TOTAL AREACACRES) = 1.65 TOTAL RUNOFF(CFS) = 4.96 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NOOE 610.00 IS COOE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE~ .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.96 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc I NTENS ITY AREA NUM8ER CCFS) CMIN. ) CINCH/HOUR) (ACRE) 1 98.89 12.54 3.073 36.77 . 2 4.96 8.96 3.696 1.65 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D.l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (1 NCH/HOUR) 1 75.64 8.96 3.696 2 103.02 12.54 3.073 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 103.02 TcCMIN.) = 12.54 TOTAL AREACACRES) = 38.42 LONGEST FLOWPATH FROM NODE 608.00 TO NODE 610.00 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 700.10 TO NOOE 700.00 IS CODE = 21 ~(44RATIONAL METHOD INITIAL SUBAREA ANALYSIS ~======================================================================= ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 140.00 AI) UPSTREAM ELEVATION = 1295.50 DOWNSTREAM ELEVATION 1293.00 ELEVATION DIFFERENCE = 2.50 TC = 0.937*[( 140.00**3)/( 2.50)]**.2 15.136 ~OO YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.771 ~IL CLASSIFICATION IS nO" SUBAREA RUNOFF(CFS) = 0.B6 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 0.86 **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NOOE 701.00 IS CODE = 51 .....COMPUTE TRAPEZOIDAL CHANNEL FLOW===== .....TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1293.00 OOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 80.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 HZ" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUMOEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.86 FLOW VELOCITY(FEET/SEC) = 13.14 FLOW OEPTH(FEET) = 0.21 TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 15.24 LONGEST FLOWPATH FROM NODE 700.10 TO NODE = 1255.00 = 0.4750 701.00 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 701.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .TAL NUMBER OF STREAMS = 2 NFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.24 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86 **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NOOE 703.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 10.00 UPSTREAM ELEVATION = 12B5.00 OOWNSTREAM ELEVATION = 1280.00 ELEVATION DIFFERENCE = 5.00 TC = 0.709*[( 10.00**3)/( 5.00)]**.2 2.047 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 0.04 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.04 ~************************************************************************ ~OW PROCESS FROM NOOE 703.00 TO NOOE 701.00 IS CODE = 51 ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. t\\ **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NOOE 701.00 IS CODE = 81 .(((ADDITION OF SUBAREA TO MAINLINE PEAK FLOW =-========================================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 UNDEVELOPED WATERSHEO RUNOFF COEFFICIENT = .8278 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.40 TOTAL AREA(ACRES) 0.41 TC(MIN) = 5.00 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 1.69 1.73 **************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 701.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE (((~~AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 5.00 RAINFALL INTENSITY(INCH/HR) = 5.09 TOTAL STREAM AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.73 ** CONFLUENCE DATA ** . STREAM NUMBER 1 2 RUNOFF (CFS) 0.86 1.73 Tc (MIN.) 15.24 5.00 INTENSITY (INCH/HOUR) 2.761 5.093 AREA (ACRE) 0.40 0.41 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE. MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.01 5.00 5.093 2 1.80 15.24 2.761 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.01 Tc(MIN.) = 5.00 TOTAL AREA(ACRES) = 0.81 LONGEST FLOWPATH FROM NODE 700.10 TO NOOE 701.00 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 701. 00 TO NODE 706.00 IS CODE = 51 ~~~~~~~;~;~-;~~;~;~;~~~-~~~~~~~~;~~~~~---------------------------------~ .....TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)===== ELEVATION DATA: UPSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 1255.00 DOWNSTREAM(FEET) 1252.50 60.00 CHANNEL SLOPE = 0.0417 ~ CHANNEL BASE(FEET) = 0.00 nzn FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.01 40w VELOCITY(FEET/SEC) = 6.70 FLOW DEPTH(FEET) = ~VEL TIME(MIN.) = 0.15 Tc(MIN.) = 5.15 ONGEST FLOWPATH FROM NODE 700.10 TO NODE 706.00 = 0.45 280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 706.00 IS CODE = tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 5.15 RAINFALL INTENSITY(INCH/HR) = 5.01 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.01 **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 20.00 UPSTREAM ELEVATION = 1285.00 .WNSTREAM ELEVATION = 1270.40 EVATION DIFFERENCE = 14.60 TC = 0.709*[( 20.00"*3)/( 14.60)]**.2 2.5D4 COMPUTED TIME OF CONCENTRATION INCREASEO TO 5 MIN. lDD YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.D93 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 0.21 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 706.00 IS CODE = 51 tttttCOMPUTE TRAPEZOIDAL CHANNEL FLOW===== .....TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1270.40 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.21 FLOW VELOCITY(FEET/SEC) = 5.16 FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 5.65 LONGEST FLOWPATH FROM NODE 704.00 TO NODE = 1252.50 = 0.0895 706.00 = 220.00 FEET. **************************************************************************** ~ow PROCESS FROM NODE 705.00 TO NODE 706.00 IS CODE = 81 ....,------------------------------------------------------------------------ .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.765 UNOEVELOPEO WATERSHEO RUNOFF COEFFICIENT = .8232 A'? SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = ~(MIN) = 5.65 ~************************************************************************ 0.40 0.45 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.57 1.78 FLOW PROCESS FROM NODE 706.00 TO NODE 706.00 IS CODE = .....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.) = 5.65 RAINFALL INTENSITY(INCH/HR) = 4.76 TOTAL STREAM AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.78 ** CONFLUENCE DATA -* STREAM RUNOFF NUMBER (CFS) 1 2.01 2 1.78 Te (MIN. ) 5.15 5.65 INTENSITY (INCH/HOUR) 5.012 4.765 AREA (ACRE) 0.81 0.45 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** 4IIIlINFALL INTENSITY AND TIME OF CONFLUENCE FORMULA USED FOR 2 CONCENTRATION RATIO STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 3.63 3.69 TABLE -- Te (MIN.) 5.15 5.65 INTENSITY (INCH/HOUR) 5.012 4.765 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 3.63 Te(MIN.) = 5.15 TOTAL AREA(ACRES) = 1.26 LONGEST FLOWPATH FROM NODE 700.10 TO NODE 706.00 = 280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 707.00 IS CODE = 51 ~~~44COMPUTE TRAPEZOIDAL CHANNEL FlOW_____ .....TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1252.50 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 25D.DD CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 ~ANNEL FLOW THRU SUBAREA(CFS) = 3.63 ~OW VELOCITY(FEET/SEC) = 9.10 FLOW DEPTH(FEET) = 0.52 TRAVEL TIME(MIN.) = 0.46 Te(MIN.) = 5.61 LONGEST FLOWPATH FROM NODE 700.'0 TO NODE 707.00 = 1236.00 = 0.0660 530.00 FEET. **************************************************************************** ~ FLOW PROCESS FROM NODE 706.00 TO NODE 707.00 IS CODE = 81 .....ADDITION OF SU8AREA TO MAINLINE PEAK FLOW====: ---------------------------------------------------------------------------- ~~~:;~:::~~~~:~~~:~:~~~~~:~~~:~~~~~:;:;:~::~;~-~::::-------------------- SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.45 TOTAL AREA(ACRES) 2.71 TCCMIN) = 5.61 SUBAREA RUNOFFCCFS) TOTAL RUNOFFCCFS) = 5.92 9.56 **************************************************************************** FLOW PROCESS FROM NODE 707. DO TO NODE 708.00 IS CODE = 31 .....COMPUTE PIPE.FLOW TRAVEL TIME THRU SUBAREA====: .....USING COMPUTER-ESTIMATED PIPESIZE CNON'PRESSURE FLOW)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1236.00 OOWNSTREAM(FEET) = 1235.40 FLOW LENGTH(FEET) = 202.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE.FLOW VELOCITY(FEET/SEC.) = 4.53 ESTIMATED PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES PIPE'FLOW(CFS) = 9.56 PIPE TRAVEL TIME(MIN.) = 0.74 Te(MIN.) = 6.35 LONGEST FLOWPATH FROM NODE 700.10 TO NODE 708.00 732.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 707.00 TO NODE 708.00 IS CODE = 31 ....COMPUTE PIPE. FLOW TRAVEL TIME THRU SUBAREA (~4USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOY)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1236.00 DOWNSTREAM(FEET) = 1235.40 FLOW LENGTH(FEET) = 202.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE. FLOW VELOCITY(FEET/SEC.) = 4.53 ESTIMATED PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES PIPE.FLOW(CFS) = 9.56 PIPE TRAVEL TIMECMIN.) = 0.74 Te(MIN.) = 7.09 LONGEST FLOWPATH FROM NODE 700.10 TO NODE 708.00 934.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 708.00 TO NODE 708.00 IS CODE = 10 eeeeeMAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 704. DO TO NOOE 705.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER tI = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 ITIAL SUBAREA FLOW, LENGTH = 20.00 PSTREAM ELEVATION = 1285.00 DOWNSTREAM ELEVATION = 1270.40 ELEVATION DIFFERENCE = 14.60 TC = 0.709*[( 20.00**3)/C 14.60)]**.2 = 2.504 A6 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 SOIL CLASSIFICATION IS "0" ~BAREA RUNOFF(CFS) = 0.04 ~TAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.04 **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 709.00 IS CODE = 51 ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 709.00 IS CODE = 81 .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8278 SOIL CLASSIFICATION IS "0" SU8AREA AREA(ACRES) 0.25 TOTAL AREA(ACRES) 0.26 TC(MIN) = 5.00 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 1.05 1.10 **************************************************************************** FLOW PROCESS FROM NODE 709.00 TO NODE 709.00 IS CODE = .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .TAL NUMBER OF STREAMS = 2 NFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 5.09 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.10 **************************************************************************** FLOW PROCESS FROM NODE 710.00 TO NODE 709.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW' LENGTH = 180.00 UPSTREAM ELEVATION = 1285.00 DOWNSTREAM ELEVATION = 1236.50 ELEVATION DIFFERENCE = 48.50 TC = 0.709*[( 180.00**3)/( 48.50)]**.2 = 7.360 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.118 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 2.01 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.01 **************************************************************************** ~W PROCESS FROM NODE 709.00 TO NODE 709.00 IS CODE = .....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.) = 7.36 .RAINFALL INTENSITY(INCH/HR) = 4.12 TAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.01 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 1.10 2.01 Te (MIN.) 5.00 7.36 INTENSITY (INCH/HOUR) 5.093 4.11B AREA (ACRE) 0.26 0.60 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 2.46 2.B9 TABLE ** Te (MIN.) 5.00 7.36 INTENSITY (INCH/HOUR) 5.093 4.11B COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: .AK FLOW RATE(CFS) = 2.B9 Te(MIN.) = TAL AREA(ACRES) = 0.86 LONGEST FLOWPATH FROM NODE 710.00 TO NODE 7.36 709.00 = lBO.OO FEET. **************************************************************************** FLOW PROCESS FROM NODE 709.00 TO NODE 70B.00 IS CODE = 51 .....COMPUTE TRAPEZOIDAL CHANNEL FLOW===== .....TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1236.50 DOWNSTREAM(FEET) 1229.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0254 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM,DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.89 FLOW VELOCITY(FEET/SEC) = 5.99 FLOW DEPTH(FEET) = 0.57 TRAVEL TIME(MIN.) = 0.72 Te(MIN.) = B.08 LONGEST FLOWPATH FROM NODE 710.00 TO NODE 708.00 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 709.00 TO NODE 70B.00 IS CODE = 81 .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.912 tEVElOPED WATERSHED RUNOFF COEFFICIENT = .7805 l CLASSIFICATION IS "C" BAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.36 TOTAL RUNOFF(CFS) = TC(MIN) = B.OB 1.~ 4.42 ~ **************************************************************************** FLOY PROCESS FROM NODE 708.00 TO NOllE 708.00 IS CODE = ~~;::~:::::::~;:;;::::;:::=;:::::=:~:=~~::~~::~:========================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8.08 RAINFALL INTENSITY(INCH/HR) = 3.91 TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOY RATE(CFS) AT CONFLUENCE = 4.42 **************************************************************************** FLO~ PROCESS FROM NODE 711.10 TO NODE 711.00 IS CODE = 21 tttttRATIONAl METHOD INITIAL SUBAREA ANAlYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED ~ITH FAIR COVER TC = K*[(lENGTH**3)/(ElEVATION CHANGE)]**.2 INITIAL SUBAREA FLO~'LENGTH = 180.00 UPSTREAM ELEVATION = 1285.10 DOYNSTREAM ELEVATION = 1250.00 ELEVATION DIFFERENCE = 35.10 TC = 0.709*[( 180.00**3)/( 35.10)J**.2 = 7.852 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.975 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.80 ~************************************************************************ FLOY PROCESS FROM NODE 711. 00 TO NODE 708.00 IS COIlE = 52 .....COMPUTE NATURAL VALLEY CHANNEL FLOY===== tttttTRAVELTIME THRU SUBAREA===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1250.00 OO~NSTREAM(FEET) = 1229.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00 CHANNEL SLOPE = 0.1256 NOTE: CHANNEL FLOY OF 1. CFS ~AS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 ~AS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLO~ THRU SUBAREA(CFS) = 0.80 FLOY VELOCITY(FEET/SEC) = 4.74 (PER LACFCO/RCFC&~CO HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 8.41 LONGEST FLOYPATH FROM NODE 711.10 TO NODE 708.00 = 340.00 FEET. **************************************************************************** FLO~ PROCESS FROM NODE 711. 00 TO NODE 708.00 IS COIlE = 81 .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.826 UNDEVELOPED ~ATERSHED RUNOFF COEFFICIENT = .8063 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.90 ~Al AREA(ACRES) = 1.15 _MIN) = 8.41 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 2.78 3.58 **************************************************************************** FLO~ PROCESS FROM NODE 708.00 TO NOllE 708.00 IS COIlE = ~ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 .CONFLUENCE VALUES USED FOR INDEPENDENT IME OF CONCENTRATION(MIN.) = 8.41 RAINFALL INTENSITY(INCH/HR) = 3.83 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 3.58 **************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 713.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW.LENGTH = 100.00 UPSTREAM ELEVATION = 1261.00 DOWNSTREAM ELEVATION = 1260.00 ELEVATION OIFFERENCE = 1.00 TC = 0.422*[( 100.00**3)/( 1.00)]**.2 = 6.690 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.340 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT .8498 SOil CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.84 **************************************************************************** .OW PROCESS FROM NODE 713.00 TO NODE 708.00 IS CODE = 52 ----------------------------------------~------------------------------- .....COMPUTE NATURAL VALLEY CHANNEL FLOW===== ~~~~~TRAVELTIME THRU SUBAREA===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1250.00 DOWNSTREAM(FEET) 1229.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.1340 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 1.84 FLOW VELOCITY(FEET/SEC) = 5.35 (PER LACFCD/RCFC&WCO HYOROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.47 Tc(MIN.> = 7.16 LONGEST FLOWPATH FROM NODE 712.00 TO NODE 708.00 = 250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 708.00 TO NODE 708.00 IS CODE = ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONfLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.16 RAINFALL INTENSlTY(lNCH/HR) = 4.18 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.84 .CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 4.42 2 3.58 Te (MIN.) 8.08 8.41 INTENSITY ( INCH/HOUR) 3.912 3.826 AREA (ACRE) 1.36 1.15 A." 3 1.84 7.16 4.182 O.SO *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~N THE RCFC&YCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 8.80 7.16 4.182 2 9.S9 8.08 3.912 3 9.S9 8.41 3.826 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOW RATE(CFS) = 9.S9 Te(MIN.) = 8.08 TOTAL AREA(ACRES) = 3.01 LONGEST FLOYPATH FROM NODE 710.00 TO NODE 708.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 708.00 TO NODE 708.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 3 YITH THE MAIN.STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . MAIN STREAM CONFLUENCE DATA ** REAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 9.S9 8.08 3.912 3.01 LONGEST FLOWPATH FROM NODE 710.00 TO NODE 708.00 440.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.S6 7.09 4.203 2.71 LONGEST FLOYPATH FROM NODE 700.10 TO NODE 708.00 934.00 FEET. *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE D" AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 17.97 7.09 4.203 2 18.48 8.08 3.912 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: ~AK FLOW RATE(CFS) = 18.48 Tc(MIN.' = ""'AL AREA(ACRES) = S.72 8.08 **************************************************************************** FLOY PROCESS FROM NODE 708.00 TO NODE 714.00 IS CODE = 31 f9:> .....COMPUTE PIPE. FLOW TRAVEL TIME THRU SUBAREA====: .....USING COMPUTER.ESTIMATED PIPESIZE CNON'PRESSURE FLOW) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .ELEVATION DATA: UPSTREAMCFEET) = 1229.90 DOWNSTREAMCFEET) LOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO lB.OOO DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE.FLOW VELOCITYCFEET/SEC.) 17.99 ESTIMATED PIPE DIAMETER(INCH) = IB.OO PIPE'FLOWCCFS) = 18.48 PIPE TRAVEL TIMECMIN.) = 0.19 TcCMIN.) = LONGEST FLOWPATH FROM NODE 700.10 TO NODE = 1212.40 NUMBER OF PIPES 8.27 714.00 = 1134.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 714.00 TO NODE 714.00 IS CODE = .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8.27 RAINFALL INTENSITY(INCH/HR) = 3.86 TOTAL STREAM AREACACRES) = 5.72 PEAK FLOW RATECCFS) AT CONFLUENCE = 18.48 **************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 716.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: 4111r=====:;;::;~=;:;;;:~=;::::;:=::;;~::==================================== DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 50.00 UPSTREAM ELEVATION = 1300.00 OOWNSTREAM ELEVATION = 1275.00 ELEVATION DIFFERENCE = 25.00 TC = 0.709*[( 50.00**3)/( 25.00)]**.2 = 3.897 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.21 0.05 TOTAL RUNOFFCCFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 717.00 IS COOE = 51 .....COMPUTE TRAPEZOIDAL CHANNEL FLOW====: tttttTRAVELTIME THRU SUBAREA (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1275.00 DOWNSTREAMCFEET) 1233.10 CHANNEL LENGTH THRU SUBAREACFEET) = 300.00 CHANNEL SLOPE = 0.1397 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTHCFEET) = 2.00 ~NNEL FLO~ THRU SUBAREA(CFS) = 0.21 W VELOCITY(FEET/SEC) = 5.82 FLOW OEPTHCFEET) = 0.16 RAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 5.86 LONGEST FLOWPATH FROM NOOE 715.00 TO NODE 717.00 350.00 FEET. **************************************************************************** 6\ FLOW PROCESS FROM NODE 716.00 TO NODE 717.00 IS CODE = 81 .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW====: ---------------------------------------------------------------------------- 4IIIl~~~-~;~;-;~;~;~~~-;~;;~~;;~~;~~~~~~;;-:--:~~~;-------------------------- UNO EVE LOPED WATERSHED RUNOFF COEFFICIENT = .8218 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) 1.80 TOTAL AREA(ACRES) 1.85 TC(MIN) = 5.86 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 6.90 7.12 **************************************************************************** FLOW PROCESS FROM NODE 717.00 TO NODE 718.00 IS CODE = 31 .....COMPUTE PIPE.FLOW TRAVEL TIME THRU SUBAREA====: .....USING COMPUTER. ESTIMATED PIPESIZE (NON'PRESSURE FLOW)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA, UPSTREAM(FEET) = 1233.10 DOWNSTREAM(FEET) = 1217.50 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASEO TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE. FLOW VELOCITY(FEET/SEC.) = 17.36 ESTIMATEO PIPE OIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE'FLOW(CFS) = 7.12 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 5.97 LONGEST FLOWPATH FROM NODE 715.00 TO NODE 718.00 465.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 71B.00 TO NODE 714.00 IS CODE = 1 ...............................................---.-..................... ...DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 5.97 RAINFALL INTENSITY(INCH/HR) = 4.62 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.12 **************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 716.00 IS CODE = 21 .....RATIONAL METHoo INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS, UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 50.00 UPSTREAM ELEVATION = 1300.00 DOWNSTREAM ELEVATION = 1275.00 ELEVATION DIFFERENCE = 25.00 TC = 0.709*[( 50.00**3)/( 25.00)J**.2 = 3.897 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 4L CLASSIFICATION IS "0" AREA RUNOFF(CFS) = 0.21 OTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 719.00 IS CooE = 51 6~ (((((COMPUTE TRAPEZOIDAL CHANNEL FlOW===== .....TRAVELTIME THRU SUBAREA CEXISTING ELEMENT)===== 4111i::::~;~:=~:~:~=:;;~::::;;::~~=:===~;;;~~~==~~::;~::::;;::~~=====~;;~~~~== CHANNEL LENGTH THRU SUBAREACFEET) = 500.00 CHANNEL SLOPE = 0.0900 CHANNEL BASECFEET) = 0.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM OEPTHCFEET) = 2.00 CHANNEL FLOW THRU SUBAREACCFS) = 0.21 FLOW VELOCITYCFEET/SEC) = 5.16 FLOW DEPTHCFEET) = 0.16 TRAVEL TIMECMIN.) = 1.61 TeCMIN.) = 6.61 LONGEST FLOWPATH FROM NOOE 715.00 TO NOOE 719.DO 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NOOE 719.00 IS COOE = 81 .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.368 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8169 SOil CLASSIFICATION IS non SUBAREA AREACACRES) 1.20 TOTAL AREACACRES) = 1.25 TCCMIN) = 6.61 SUBAREA RUNOFFCCFS) TOTAL RUNOFFCCFS) = 4.28 4.49 **************************************************************************** FLOW PROCESS FROM NODE 719.0D TO NOOE 720.00 IS COOE = 31 .....COMPUTE PIPE. FLOW TRAVEL TIME THRU SUBAREA===== ....USING COMPUTER. ESTIMATED PIPESIZE CNON'PRESSURE FLOW) ======================================================================== ELEVATION DATA: UPSTREAMCFEET) = 1228.80 DOWNSTREAMCFEET) 1218.80 FLOW LENGTHCFEET) = 80.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETERCINCH) INCREASED TO 18.000 OEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE.FLOW VELOCITYCFEET/SEC.) 14.77 ESTIMATED PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES PIPE.FLOWCCFS) = 4.49 PIPE TRAVEL TIMECMIN.) = D.09 TeCMIN.) = 6.70 LONGEST FLOWPATH FROM NODE 715.00 TO NODE 720.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 714.0D IS COOE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) 6.70 RAINFALL INTENSITYCINCH/HR) = 4.34 TOTAL STREAM AREACACRES) = 1.25 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.49 **************************************************************************** ~OW PROCESS FROM NOOE 721.00 TO NOOE 722.00 IS CODE = 21 111I'----------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILYC1/2 ACRE) ~ TC = K*[(LENGTH**3)/CElEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW' LENGTH = 100.00 UPSTREAM ELEVATION = 123B.00 DOWNSTREAM ELEVATION = 1237.00 ~EVATION DIFFERENCE = 1.00 ~ = 0.422*[( 100.00**3)/( 1.00)J**.2 6.690 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.340 SINGLE'FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .849B SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 1.4B TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.4B **************************************************************************** FLOW PROCESS FROM NODE 722.00 TO NODE 714.00 IS CODE = 52 .....COMPUTE NATURAL VALLEY CHANNEL FLOW===== .....TRAVELTIME THRU SUBAREA====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1237.00 DOWNSTREAM(FEET) = 1212.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 70.00 CHANNEL SLOPE = 0.3514 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 1.4B FLOW VELOCITY(FEET/SEC) = 5.11 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.23 Te(MIN.) = 6.92 LONGEST FLOWPATH FROM NODE 721.00 TO NODE 714.00 = 170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 714.00 TO NODE 714.00 IS CODE = ....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~~~ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CDNCENTRATION(MIN.) = 6.92 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.4B ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 18.48 2 7.12 3 4.49 4 '.4B Te (MIN.) 8.27 5.97 6.70 6.92 INTENSITY (INCH/HOUR) 3.863 4.620 4.335 4.261 AREA (ACRE) 5.72 1.BS 1.25 0.40 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE ,MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ~NFLUENCE FORMULA USED FOR 4 STREAMS. ~ PEAK FLOW RATE TABLE ** STREAM RUNOFF Te NUMBER (CFS) (MIN.) 1 25.73 5.97 INTENSITY (INCH/HOUR) 4.620 ~ -.- 2 3 4 27.58 27.91 29.77 6.70 6.92 8.27 4.335 4.261 3.863 ~PUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~AK FLOW RATECCFS) = 29.77 TeCM!N.) = 8.27 TOTAL AREACACRES) = 9.22 LONGEST FLOWPATH FROM NOOE 700.10 TO NODE 714.00 = 1134.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 714.00 TO NODE 723.00 IS CODE = 52 ~~~~~COMPUTE NATURAL VALLEY CHANNEL FLOW===== (((((TRAVELTIME THRU SUBAREA===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1212.40 DOWNSTREAMCFEET) 1205.00 CHANNEL LENGTH THRU SUBAREACFEET) = 280.00 CHANNEL SLOPE = 0.0264 CHANNEL FLOW THRU SUBAREACCFS) = 29.77 FLOW VELOCITY(FEET/SEC) = 5.43 (PER LACFCD/RCFC&WCD HYOROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.86 Te(MIN.) = 9.13 LONGEST FLOWPATH FROM NODE 700.10 TO NODE 723.00 = 1414.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 724.00 TO NODE 725.00 IS CODE = 21 ~~~~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER . = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 ITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 1300.00 DOWNSTREAM ELEVATION = 1232.00 ELEVATION DIFFERENCE = 68.00 TC = 0.709*[C 300.00**3)/C 68.00)]**.2 9.347 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.612 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 3.47 TOTAL AREACACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.47 **************************************************************************** FLOW PROCESS FROM NOOE 725.00 TO NODE 725.00 IS CODE = ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.35 RAINFALL INTENSITYCINCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.47 **************************************************************************** FLOW PROCESS FROM NODE 726.00 TO NOOE 727.00 IS COOE = 21 .'~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== --========================================================================= ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER Te = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 ~ INITIAL SUBAREA FLOW' LENGTH = 50.00 UPSTREAM ELEVATION = 1280.00 ooWNSTREAM ELEVATION = 1270.00 ELEVATION DIFFERENCE = 10.00 ec = 0.709*[( 50.00**3)/( 10.00)J**.2 = 4.680 COMPUTEo TIME OF CONCENTRATION INCREASEo TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 0.21 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 727.00 TO NODE 725.00 IS COoE = 51 .....COMPUTE TRAPEZOloAL CHANNEL FLOW====: .....TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(FEET) = 1270.00 OOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM OEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.21 FLOW VELOCITY(FEET/SEC) = 7.15 FLOW OEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.35 Te(MIN.) = 5.35 LONGEST FLOWPATH FROM NOOE 726.00 TO NOOE 1232.00 = 0.2533 725.00 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 727.00 TO NOOE 725.00 IS CooE = 81 ....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ======================================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.908 UNoEVELOPED WATERSHED RUNOFF COEFFICIENT = .8253 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.20 TOTAL AREA(ACRES) = 0.25 TC(MIN) = 5.35 SUBAREA RUNOFF(CFS) ToTAL RUNOFF(CFS) = 0.81 '.02 **************************************************************************** FLOW PROCESS FROM NODE 725.00 TO NODE 725.00 IS COoE = .....0ESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: .....ANo COMPUTE VARIOUS CONFLUENCEo STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ToTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MlN.) = 5.35 RAINFALL INTENSITY(INCH/HR) = 4.91 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.02 ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) , 3.47 9.35 3.612 1.20 .2 1.02 5.35 4.908 0.25 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEo IS BASEo ON THE RCFC&WCO FORMULA OF PLATE 0.1 AS oEFAULT VALUE. THIS FORMULA ,. ~ WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 4111fNFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.l (INCH/HOUR) 1 3.01 5.35 4.908 2 4.22 9.35 3.612 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.22 Te(MIN.) = 9.35 TOTAL AREA(ACRESl = 1.45 LONGEST FLOWPATH FROM NODE 724.00 TO NODE 725.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 725.00 TO NODE 723.00 IS CODE = 52 .....COMPUTE NATURAL VALLEY CHANNEL FLOW===== .....TRAVELTIME THRU SUBAREA===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(FEET) = 1232.00 DOWNSTREAM(FEET) = 1205.00 CHANNEL LENGTH THRU SUBAREA(FEETl = 450.00 CHANNEL SLOPE = 0.0600 CHANNEL FLOW THRU SUBAREA(CFSl = 4.22 FLOW VELOCITY(FEET/SEC) = 4.97 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.l = 1.51 Te(MIN.l = 10.86 LONGEST FLOWPATH FROM NODE 724.00 TO NODE 723.00 = 750.00 FEET. ~************************************************************************ ~OW PROCESS FROM NODE 725.00 TO NODE 723.00 IS CODE = 81 .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.326 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6844 SOIL CLASSIFICATION IS nBn SUBAREA AREA(ACRESl 1.60 TOTAL AREA(ACRES) = 3.05 TC(MINl = 10.86 SUBAREA RUNOFF(CFSl TOTAL RUNOFF(CFSl = 3.64 7.87 **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.86 RAINFALL INTENSITY(INCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 3.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.87 **************************************************************************** AJW PROCESS FROM NODE 728.00 TO NODE 729.00 IS CODE = 21 ~----------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM 051 DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW.LENGTH = 100.00 UPSTREAM ELEVATION = 1231.00 ~NSTREAM ELEVATION = 1230.00 ~EVATION DIFFERENCE = 1.00 TC = 0.422*[( 100.00**3)/( 1.00)]**.2 6.690 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.340 SINGLE.FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8498 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 3.69 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.69 **************************************************************************** FLOW PROCESS FROM NODE 729.00 TO NODE 723.00 IS CODE = 52 .....COMPUTE NATURAL VALLEY CHANNEL FLOW===== tttttTRAVELTIME THRU SUBAREA===== ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1230.00 DOWNSTREAM(FEET) = 1205.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 70.00 CHANNEL SLOPE = 0.3571 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 3.69 FLOW VELOCITY(FEET/SEC) = 6.22 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 6.88 LONGEST FLOWPATH FROM NODE 728.00 TO NODE 723.00 = 170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NOllE 723.00 IS CODE = ~:::~~~;~:~~~-;:~~~~:~~:~-:;~~~~-;~~-~~:;:~~::~-------------------------- .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 6.88 RAINFALL INTENSITY(INCH/HR) = 4.27 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.69 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 7.87 3.69 Tc (MIN.) 10.86 6.88 I NTENS!TY (INCH/HOUR) 3.326 4.275 AREA (ACRE) 3.05 1.00 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D" AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. .PEAK FLOW RATE TABLE ** EAM RUNOFF Te NUMBER (CFS) (MIN.) 1 8.67 6.88 2 10.74 10.86 INTENSITY (INCH/HOUR) 4.275 3.326 ~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.74 TeCMIN.) = TOTAL AREA(ACRES) = 4.05 4111fNGEST FLOWPATH FROM NODE 10.86 724.00 TO NODE 723.00 750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS COIlE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.86 RAINFALL INTENSITYCINCH/HR) = 3.33 TOTAL STREAM AREACACRES) = 4.05 PEAK FLOW RATECCFS) AT CONFLUENCE = 10.74 **************************************************************************** FLOW PROCESS FROM NOllE 723.00 TO NOllE 723.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER.SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.40 RAIN INTENSITYCINCH/HOUR) = 4.11 TOTAL AREA(ACRES) = 10.77 TOTAL RUNOFFCCFS) = 28.92 **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = .~~4DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE===== .ttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 7.40 RAINFALL INTENSITYCINCH/HR) = 4.11 TOTAL STREAM AREA(ACRES) = 10.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.92 ** CONfLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF CCFS) 10.74 28.92 Te CMIN.) 10.86 7.40 INTENSITY CINCH/HOUR) 3.326 4.106 AREA (ACRE) 4.05 10.77 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINfAll INTENSITY AND TIME Of CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .PEAK FLOW RATE TABLE ** EAM RUNOFF Te INTENSITY NUMBER (CFS) CMIN.) (INCH/HOUR) 1 36.24 7.40 4.106 2 34.16 10.86 3.326 B>v COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 36.24 TcCMIN.) = TOTAL AREACACRES) = 14.82 4111fNGEST FLOWPATH FROM NODE 7.40 724.00 TO NODE 723.00 750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.40 RAINFALL INTENSITYCINCH/HR) = 4.11 TOTAL STREAM AREACACRES) = 14.82 PEAK FLOW RATECCFS) AT CONFLUENCE = 36.24 **************************************************************************** FLOW PROCESS FROM NODE 730. DO TO NODE 731.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 90.00 UPSTREAM ELEVATION = 1255.00 DOWNSTREAM ELEVATION = 1218.60 ~EVATION DIFFERENCE = 36.40 ~ = 0.709*[( 90.00**3)/( 36.40)]**.2 = 5.143 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 5.015 SOIL CLASSIFICATION IS no" SUBAREA RUNOFFCCFS) 2.90 TOTAL AREACACRES) = 0.70 TOTAL RUNOFFCCFS) = 2.90 **************************************************************************** FLOW PROCESS FROM NODE 731.00 TO NODE 732.00 IS CODE = 31 .....COMPUTE PIPE. FLOW TRAVEL TIME THRU SUBAREA===== .....USING COMPUTER' ESTIMATED PIPESIZE CNON'PRESSURE FLOW)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1218.60 DOWNSTREAM(FEET) = 1210.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE.FLOW VELOCITYCFEET/SEC.) = 11.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPE.FLOW(CFS) = 2.90 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE NUMBER OF PIPES = 0.13 TcCMIN.) = 730.00 TO NODE 5.28 732.00 = 180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 732.00 TO NODE 723.00 IS CODE = ...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.) = 5.28 RAINFALL INTENSITY(INCH/HR) 4.94 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.90 4IIIL CONfLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.24 7.40 4.106 2 2.90 5.28 4.945 AREA (ACRE) 14.82 0.70 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D.l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 28.75 38.65 TABLE ** Tc (MIN.) 5.28 7.40 INTENSITY (I NCH/HOUR) 4.945 4.106 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: 38.65 Tc(MIN.) = 15.52 7.40 LONGEST FLOWPATH FROM NODE 724.00 TO NODE 723.00 = 750.00 FEET. ~************************************************************************ FLOW PROCESS FROM NODE 723.00 TO NODE 733.00 IS CODE = 31 .....COMPUTE PIPE. FLOW TRAVEL TIME THRU SUBAREA===== .....USING COMPUTER.ESTIMATED PIPESI2E (NON. PRESSURE FLOW) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1205.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 10.79 ESTIMATED PIPE DIAMETER(INCH) = 30.00 PIPE'FLOW(CFS) = 38.65 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1204.00 NUMBER OF PIPES = 0.13 Tc(MIN.) = 724.00 TO NODE 7.53 733.00 = 833.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 733.00 TO NOllE 734.00 IS CODE = 52 ~~~~tCOMPUTE NATURAL VALLEY CHANNEL FlOW====== .....TRAVELTIME THRU SUBAREA===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1204.00 DOWNSTREAM(FEET) 1194.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.0279 CHANNEL FLOW THRU SUBAREA(CFS) = 38.65 ew VELOCITY(FEET/SEC) = 6.00 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) VEL TIME(MIN.) = 0.92 Tc(MIN.) = 8.44 LONGEST FLOWPATH FROM NODE 724.00 TO NODE 734.00 = 1163.00 FEET. **************************************************************************** ~\ FLOW PROCESS FROM NODE 733.00 TO NODE 734.00 IS CODE = 81 .....AOOITION OF SUBAREA TO MAINLINE PEAK FLOW===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.819 NGLE'FAMILYC1/2 ACRE LOT) RUNOFF COEFFICIENT = .8437 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 3.30 TOTAL AREACACRES) = 18.82 TCCMIN) = 8.44 SUBAREA RUNOFFCCFS) TOTAL RUNOFFCCFS) = 10.63 49.28 **************************************************************************** FLOW PROCESS FROM NODE 734.00 TO NODE 734.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 8.44 RAINFALL INTENSITYCINCH/HR) = 3.82 TOTAL STREAM AREACACRES) = 18.82 PEAK FLOW RATECCFS) AT CONFLUENCE = 49.28 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER.SPECIFIEO VALUES ARE AS FOLLOWS: ~CMIN) = 9.40 RAIN INTENSITYCINCH/HOUR) = 3.60 .....rAL AREACACRES) = 14.25 TOTAL RUNOFFCCFS) = 46.21 **************************************************************************** FLOW PROCESS FROM NODE 734.00 TO NODE 306.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.l 9.40 RAINFAll INTENSITY(INCH/HR) = 3.60 TOTAL STREAM AREACACRES) = 14.25 PEAK FLOW RATECCFS) AT CONFLUENCE = 46.21 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF CCFS) 49.28 46.21 Te CMIN.) 8.44 9.40 INTENSITY (INCH/HOUR) 3.819 3.600 AREA CACRE) 18.82 14.25 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA Will NOT NECESSARilY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 4111J***************~****************************************************** RAINFAll INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ~z.,. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 90.N 8.44 3.819 . 2 92.67 9.40 3.600 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 90.N Te(MIN.) = 8.44 TOTAL AREA(ACRES) = 33.07 LONGEST FLOWPATH FROM NODE 724.00 TO NODE 306.00 = '163.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE = <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.44 RAINFALL INTENSITY(INCH/HR) = 3.82 TOTAL STREAM AREA(ACRES) = 33.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = ~.N **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 901.00 IS CODE = 21 <<<<<RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM . DEVELOPMENT IS: UNOEVELOPED WITH POOR COVER = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 230.00 UPSTREAM ELEVATION = 1245.00 DOWNSTREAM ELEVATION = 1205.50 ELEVATION DIFFERENCE = 39.50 TC = 0.533*[( 230.00**3)/( 39.50)J**.2 = 6.670 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.347 UNOEVELOPED WATERSHED RUNOFF COEFFICIENT = .8165 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 2.66 TOTAL AREA(ACRES) = 0.75 TOTAL RUNOFF(CFS) = 2.66 **************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 41 <<<<<COMPUTE PIPE. FLOW TRAVEL TIME THRU SUBAREA===== <<<<<USING USER.SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1205.20 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = '20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE.FLOW VELOCITY(FEET/SEC.) = 6.99 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE.FLOW(CFS) = 2.66 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 4111tGEST FLOWPATH FROM NODE 900.00 TO NODE = 1201.90 6.96 902.00 = 350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NOOE 903.00 IS CODE = 81 ~ .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.248 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8148 .IL CLASSIFICATION IS non 8AREA AREA(ACRES) 0.70 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) 1.45 TOTAL RUNOFF(CFS) = TC(MIN) = 6.96 2.42 5.09 **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 306.00 IS CODE = .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 6.96 RAINFALL INTENSITY(INCH/HR) = 4.25 TOTAL STREAM AREA(ACRES) = 1.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.09 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 90.79 2 5.09 Te (MIN.) 8.44 6.96 INTENSITY (INCH/HOUR) 3.819 4.248 AREA (ACRE) 33.07 1.e *********************************WARNI NG********************************** tf THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED THE RCFC&WCD FORMULA OF PLATE D.l AS DEFAULT VALUE. THIS FORMULA ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 n.88 6.96 4.248 2 95.36 8.44 3,819 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 95.36 Te(MIN.) = 8.44 TOTAL AREA(ACRES) = 34.52 LONGEST FLOWPATH FROM NODE 724.00 TO NODE 306.00 = 1163.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER .= K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 TIAL SUBAREA FLOW, LENGTH = 120.00 UPSTREAM ELEVATION = 1250.00 OOWNSTREAM ELEVATION 1226.60 ELEVATION DIFFERENCE 23.40 ~ TC = 0.709*[( 120.00**3l/( 23.40l]**.2 100 YEAR RAINFALL INTENSITY(INCH/HOURl = SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFSl ~TAL AREA(ACRESl = 6.677 4.345 0.35 0.10 TOTAL RUNOFF(CFSl = 0.35 **************************************************************************** FLOW PROCESS FROM NOOE 801.00 TO NOOE 802.00 IS COOE = 51 eeeeeCOMPUTE TRAPEZOIDAL CHANNEL FlOW====== .....TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEETl = 1226.60 DDWNSTREAM(FEET) 1207.20 CHANNEL LENGTH THRU SUBAREA(FEETl = 150.00 CHANNEL SLOPE = 0.1293 CHANNEL BASE(FEET) = 0.00 nz" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFSl = 0.35 FLOW VELOCITY(FEET/SEC) = 6.70 FLOW DEPTH(FEETl = 0.19 TRAVEL TIME(MIN.) = 0.37 Tc(MIN.l = 7.05 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NOOE 802.00 IS CODE = 81 .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOURl = 4.217 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8142 SOIL CLASSIFICATION IS "on tlBAREA AREA(ACRESl = 0.35 SUBAREA RUNOFF(CFSl = 1.20 TAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.56 C(MINl = 7.05 **************************************************************************** FLOW PROCESS FROM NOOE 80Z.00 TO NOOE 802.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.05 RAINFALL INTENSITY(INCH/HR) = 4.22 TOTAL STREAM AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.56 **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 802.00 IS CODE = 21 eeeeeRATIONAL METHOD INITIAL SUBAREA ANAlYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1209.70 .eNSTREAM ELEVATION = 1207.20 VAT ION DIFFERENCE = 2.50 TC = 0.709*[( 140.00**3l/( 2.50l]**.2 = 11.455 100 YEAR RAINFALL INTENSITY(INCH/HOURl = 3.230 SOIL CLASSIFICATION IS non ~ SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 1.2B 0.50 TOTAL RUNOFFCCFS) = 1.28 **************************************************************************** .OW PROCESS FROM NODE 802.00 TO NODE 802.00 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 CONCENTRATIONCMIN.) = 11.45 RAINFALL INTENSITY(INCH/HR) = 3.23 TOTAL STREAM AREACACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.28 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CfS) 1 1.56 2 1.2B Tc CMIN.) 7.05 11.45 I NTENS ITY (INCH/HOUR) 4.217 3.230 AREA CACRE) 0.45 0.50 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D.l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ~NFLUENCE FORMULA USED FOR 2 STREAMS. * PEAK FLOW RATE TABLE ** STREAM RUNOFF Te NUMBER (CFS) CMIN.) 1 2.34 7.05 2 2.47 11.45 INTENSITY (INCH/HOUR) 4.217 3.230 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.34 TcCMIN.) = 7.05 TOTAL AREA(ACRES) = 0.95 LONGEST FLOWPATH FROM NOOE 800.00 TO NOOE 802.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 804.00 IS CODE = 52 .....COMPUTE NATURAL VALLEY CHANNEL FLOW===== .....TRAVELTIME THRU SUBAREA===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 11207.20 DOWNSTREAMCFEET) = 1183.40 CHANNEL LENGTH THRU SUBAREACFEET) = 200.00 CHANNEL SLOPE = 50.1190 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 2.34 FLOW VELOCITYCFEET/SEC) = 5.63 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIMECMIN.) = 0.59 Tc(MIN.) = 7.64 LONGEST FLOWPATH FROM NODE 8DD.DD TO NODE 804.00 = 470.00 FEET. ~*********************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 3 CONfLUENCE VALUES USEO fOR INDEPENOENT STREAM 1 ARE: TIME Of CONCENTRATIONCMIN.) 7.64 eINfALL INTENSITYCINCH/HR) = 4.03 TAL STREAM AREACACRES) = 0.95 PEAK fLO~ RATECCfS) AT CONfLUENCE = 2.34 **************************************************************************** fLOW PROCESS fROM NODE 805.00 TO NODE 806.00 IS COOE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIfORM DEVELOPMENT IS: UNDEVELOPED ~ITH fAIR COVER TC = K*[CLENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA fLO~'LENGTH = 100.00 UPSTREAM ELEVATION = 1255.00 DOWNSTREAM ELEVATION = 1222.40 ELEVATION DIffERENCE = 32.60 TC = 0.709*[( 100.00**3)/( 32.60)]**.2 = 5.601 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.786 SOIL CLASSIFICATION IS "0" SUBAREA RUNOff(CfS) = 0.39 TOTAL AREACACRES) = 0.10 TOTAL RUNOffCCfS) = 0.39 **************************************************************************** fLOW PROCESS fROM NODE 806.00 TO NODE 807.00 IS CODE = 51 .....COMPUTE TRAPEZOIDAL CHANNEL fLOW ~::::=::~::::=:::~=:~:=::==~::::::::=:~:::::~=========================== ELEVATION DATA: UPSTREAMCfEET) = 1222.40 DO~NSTREAM(fEET) CHANNEL LENGTH THRU SUBAREA(fEET) = 125.00 CHANNEL SLOPE CHANNEL BASE(fEET) = 0.00 'Z' fACTOR = 1.500 MANNING'S fACTOR = 0.015 MAXIMUM DEPTHCfEET) = 2.00 CHANNEL fLOW THRU SUBAREACCfS) = 0.39 fLOW VELOCITY(fEET/SEC) = 7.01 fLOW DEPTHCfEET) = 0.19 TRAVEL TIME(MIN.) = 0.30 TeCMIN.) = 5.90 LONGEST fLO~PATH fROM NODE 805.00 TO NODE = 1204.40 = 0.1440 807.00 = 225.00 fEEL **************************************************************************** fLOW PROCESS fROM NODE 807.00 TO NODE 804.00 IS CODE = 52 .....COMPUTE NATURAL VALLEY CHANNEL fLO~====: .....TRAVELTIME THRU SUBAREA====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCfEET) = 1204.40 DOWNSTREAM(fEET) = '183.40 CHANNEL LENGTH THRU SUBAREACfEET) = 140.00 CHANNEL SLOPE = 0.1500 NOTE: CHANNEL fLOW Of 1. CfS ~AS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE Of .1 ~AS ASSUMEO IN VELOCITY ESTIMATION CHANNEL fLOW THRU SUBAREA(CfS) = 0.39 fLOW VELOCITY(fEET/SEC) = 4.74 (PER LACfCD/RCfC&~CD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.49 Te(MIN.) 6.39 LONGEST fLO~PATH fROM NODE 805.00 TO NODE 804.00 = 365.00 fEET. ~*********************************************************************** fLO~ PROCESS fROM NODE 807.00 TO NODE 804.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE (01 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.39 .INFALL INTENSITY(INCH/HR) = 4.45 TAL STREAM AREACACRES) = 0.10 PEAK FLOW RATECCFS) AT CONFLUENCE = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 80B.00 TO NOOE 804.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[CLENGTH**3)/CELEVATION CHANGE)l**.2 INITIAL SUBAREA FLOW, LENGTH = 300.00 UPSTREAM ELEVATION = 1240.00 DOWNSTREAM ELEVATION = 1183.40 ELEVATION DIFFERENCE = 56.60 TC = 0.709*CC 300.00**3)/C 56.60)]**.2 = 9.696 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.540 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 3.68 TOTAL AREACACRES) = 1.30 TOTAL RUNOFF(CFS) = 3.68 **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NOOE 804.00 IS CODE = ~"'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....~ttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) 9.70 RAINFALL INTENSITYCINCH/HR) = 3.54 TOTAL STREAM AREACACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.68 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 2.34 2 0.39 3 3.68 Te (MIN.) 7.64 6.39 9.70 INTENSITY (I NCH/HOUR) 4.034 4.451 3.540 AREA CACRE) 0.95 0.10 1.30 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. .PEAK FL~ RATE TABLE ** EAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (I NCH/HOUR) 1 4.78 6.39 4.451 2 5.60 7.64 4.034 ~ 3 6.05 9.70 3.540 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.05 Tc(MIN.) = 9.70 .TAL AREA(ACRES) = 2.35 NGEST FLOWPATH FROM NODE SOO.OO TO NODE S04.00 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE S04.00 TO NOOE S09.00 IS CODE = 31 .....COMPUTE PIPE.FLOW TRAVEL TIME THRU SUBAREA===== .....USING COMPUTER.ESTIMATED PIPESIZE (NON.PRESSURE FLOW) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 11S3.40 DOWNSTREAM(FEET) = 1177.S0 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASEO TO 1S.000 DEPTH OF FLOW IN 1S.0 INCH PIPE IS 6.2 INCHES PIPE.FLOW VELOCITY(FEET/SEC.) 11.11 ESTIMATED PIPE OIAMETER(INCH) = lS.00 NUMBER OF PIPES = PIPE.FLOW(CFS) = 6.05 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 9.86 LONGEST FLOWPATH FROM NODE SOO.OO TO NODE S09.00 = 577.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUOY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) = 2.35 TC(MIN.) = 6.05 9.86 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ENO OF RATIONAL METHOD ANALYSIS . . cP . . WATER QUALITY MITIGATION BASIN (WQMB) DRAINAGE BASIN 400 This WQMB has been sized based on the San Diego Regional Water Quality Control Board (RWQCB ) policy (store the volume generated from the first 0.6 inch of rainfall over the tributary watershed. Volume = Intercept and detain 0.6" of rainfall over watershed + 10% for sediment V= (0.6/12)*43.47 ac= 2.17*10%*2.17 = 2.39 ac-ft The stage-elevation -volume relationship was established by measuring the surface areas of the contours encompassing the mitigation basin through AutoCadd. The results are summarized in the following table: TABLE 1 STAGE-VOLUME RELATIONSHIP DRAINAGE BASIN 400 WSEL AREA VOLUME TOTAL VOLUME TOTAL VOLUME (Feet) (Square feet) (Cubic feet) (Cubic feet) (Acre-feet) 1175 3187 6171 6171 0.14 1176 9155 11652 17823 0.41 1177 14148 16092 33914 0.78 1178 18033 43976 77890 1.79 1180 25943 27648 105538 2.42 1181 29623 61771 167309 3.84 1183 32148 . WSEL = 1179.9' @ volume = 2.39 acre-feet .....p * **.************************************** * * FLOOD - HYDRDGRAPH PACKAGE JUN 1998 VERSION 4.1 (HEC.1) * * * * * * RUN DATE 16NOVol TIME 09:55:49 * * ***************************************** . . x X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756.1104 * * * *************************************** THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC.1 KNOWN AS HECl (JAN 73), HEC1GS, HEC1DB, AND HEC1XW. THE DEFINITIONS OF VARIA8LES .RTIMp. AND -RTIDR' HAVE CHANGED FROM THOSE USED WITH THE 1973'STYLE INPUT STRUCTURE. THE DEFINITION DF -AMSKK. ON RM.CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATIDN INTERVAL LDSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM ~ LINE . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 . . HEC.l INPUT 10.......1.... __ .2. __... .3...... .4...... .5...... .6...... .7...... .8...... .9......10 .OOOFORECAST HOMES FLOOD ROUTING THROUGH THE DETENTION BASIN WATER OUALITY BASIN ORAINAGE BASIN 200 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES OUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 179.9 ID 10 10 ID 10 *OIAGRAM IT 3 13JULOl 10 3 0600 300 KK INFLOII KM INFLOII HYDROGRAPH TO THE DETENTION BASIN KM BASEO ON TRIANGULAR HYOROGRAPH 01 0 14.7 29.0 44.10 58.7 73.3 01 29. 14.7 D BA .06 88.0 73.30 58.70 44.14 KK OUTFLO KM ROUTE FLOIIS FROM DETENTION BASIN SV 0 .14 0.41 0.78 1.79 2.42 SE 175 176 1n 178 180 181 SO 0.8 27.8 73.4 101.2 SE 180. 181. 182.0 182.5 RS 1 ELEV 179.90 ZZ PAGE 1 '\v SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT - CV) ROUT! NG NO. C .) CONNECTOR 8 INFLOII V V 14 DUTFLO c...~) DIVERSION OR PUMP FLOW c=...) RETURN OF DIVERTED OR PUMPED FLOII C***) RUNOFF ALSO COMPUTED AT THIS LOCATION . . ,\27 * *********.*.**..*.**....******.*.******** * FLOOD . * HYDRDGRAPH PACKAGE JUN 1998 VERSION 4.1 (HEC.l) * RUN DATE 16NOVOl TIME 09:55:49 * * ******************..*****.....*********** . ************************.*.************ * * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756.1104 * * * *************************************** * * * * * .OOOFORECAST HOMES FLOOD ROUTING THROUGH THE DETENTION BASIN WATER QUALITY BASIN DRAINAGE BASIN 200 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 179.9 ************** * * 710 OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN !DATE ITIME NQ NDDATE NDTIME ICENT MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE END I NG TIME CENTURY MARK .05 HOURS 14.95 HOURS SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 8 KK . 3 13JUL 1 0600 300 13JUL 1 2057 19 COMPUTATION INTERVAL TOTAL TI ME BASE ENGLI SH UN ITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOII STORAGE VOLUME SURFACE AREA TEMPERATURE * INFLO\J * * * ************** INFLOW HYDROGRAPH TO THE DETENTION BASIN BASED ON TRIANGULAR HYDROGRAPH SUBBASIN RUNOFF DATA '\~ 13 BA . *** PEAK FLOI/ (CFS) 68. SUBBASIN CHARACTERISTICS TAREA .06 SUBBASIN AREA *** *** *** *** *** HYOROGRAPH AT STATION INFLOI/ TIME (HR) .30 MAXIMUM AVERAGE FLOI/ 24'HR 72'HR 16. 16. 6.139 6.139 20. 20. 6'HR 18. 2.750 9. 14.95'HR 16. 6.139 20. (CFS) (INCHES) (AC'H) CUMULATIVE AREA = .06 SQ MI .*. *** *** *** *** *** *** *** ... ... ... ... .*. ... ... *** ... *** *.* *** *** *** .*. *** *** .*. ... .*. *** ... *** *** *.* 14 KK . 20 RS 15 SV 17 SE 18 SQ 19 SE ..*******...** * * * OUTFlO . * * ......******** ROUTE FLOI/S FROM DETENTION BASIN HYOROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES ELEV TYPE OF INITIAL CONDITION 179.90 INITIAL CONDITION .00 WORKING RAND 0 COEFFICIENT STORAGE .0 .1 .4 .8 1.8 2.4 ElEVATION 175.00 176.00 1n.00 17B.00 lBO.OO 181.00 DISCHARGE 1. 2B. 73. 101. ELEVATION 180.00 181.00 182.00 182.50 *** COMPUTED STORAGE-OUTFLOI/'ElEVATION DATA STORAGE .00 .14 .41 .78 1.79 2.42 3.05 3.37 OUTFLOI/ .80 .80 .80 .80 .80 27.80 73.40 101.20 ELEVATION 175.00 176.00 177.00 178.00 180.00 181.00 182.00 182.50 . *** *** *** *** *** HYOROGRAPH AT STATION OUTFLO '\~ PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6'HR 24'HR 72'HR 14.95'HR 53. .40 (CFS) 17. 16. 16. 16. (INCHES) 2.673 6.022 6.022 6.022 . (AC'FT) 9. 19. 19. 19. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC'FT) (HR) 6'HR 24'HR 72'HR 14.95'HR 3. .40 2. 2. 2. 2. PEAK STAGE TIME MAXIMUM AVERAGE STAGE ( FEET) (HR) 6'HR 24'HR 72'HR 14.95'HR 181.54 .40 180.59 180.54 180.54 180.54 CUMULATIVE AREA = .06 SO MI . . 1(g RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND . TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6'HOUR 24. HOUR 72'HOUR AREA STAGE MAX STAGE HYDROGRAPH AT INFLOW 88. .30 18. 16. 16. .06 ROUTEO TO OUTFLO 53. .40 17. 16. 16. .06 181.54 .40 *** NORMAL END OF HEC-1 *** . . ,\'\ . . . Stage-Discharge Relationship 3 1179.9 1177.39 0.6 3.2 0.8 STANDPIPE DIA (FT) CREST ELEVATION (FT) WSEL INSIDE STANDPIPE ORIFICE COEFF. WEIR COEFF. WEIR EFF. LENGTH FACTOR QORFICE=Co* A *(2*g*H)^0.5 QWEIR=Cw*L *H^1.5 A=PI*D*D/4, L=PI*D= 7.1 FT^2 9.4 FT ORIFICE WEIR CONTROLLING WSEL HEAD (FT) Q (CFS) HEAD (FT) Q (CFS) Q(CFS) 1180.00 0 0.0 0.1 0.8 0.8 1181.00 0 0.0 1.1 27.8 27.8 1182.00 0 0.0 2.1 73.4 73.4 1182.50 0 0.0 2.6 101.2 101.2 1182.50 0 0.0 2.6 101.2 101.2 NOTES: ORIFICE EQUATION APPLICABLE FOR DEPTH >1.2*DIA 335ROUT.wb3 01/14/02 RBF Consulting 1'& 248b400.WSI' -~..:.. ._~=- . . . - - o T1 OUTLET OF WATER QUALITY BASIN T2 BASIN 400 T3 FILE:248B400.WSP 1/07/02 SO 100.001174.50 1 .013 1177.0 R 125.501174.93 1 .013 SH 1 CD 1 4 2.5 -- ,- ~ ~V\ . . . F0515P WATER SURFACE PROFILE. TITLE CARD LISTING HEADING LINE NO 1 IS . OUTLET OF WATER QUALITY BASIN HEAOING LINE NO 2 IS . BASIN 400 HEADING LINE NO 3 IS . FILE:248B400.wSP 1/07/02 PAGE NO 3 f:(p . . . OATE: 1/14/2002 TIME: 13: 9 F0515P WATER SURFACE PROFILE. CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIOTH OROP CD 1 4 2.50 ~\ . . . F0515P PAGE NO 2 WATER SURFACE PROFILE. ELEMENT CARO LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 100.001174.50 1 W S ELEV 1177.00 ELEMENT NO 2 IS A REACH U/S OATA STATION INVERT SECT 125.501174.93 1 0.013 N RAOIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEAOWORKS U/S OATA STATION INVERT SECT W S ELEV 125.501174.93 1 0.00 NO EOIT ERRORS ENCOUNTEREQ-COMPUTATION IS NOW BEGINNING _ WARNING NO.2... WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HOWKDS. W.S.ELEV = INV + OC ~v . . . LICENSEE: R.B.F. & ASSOC. . SAN DIEGO F0515P WATER SURFACE PROFILE LISTING OUTLET OF WATER QUALITY BASIN BASIN 400 FILE:248B400.wSP 1/07/02 PAGE 1 HEAD GRO.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL HGT! BASEl ZL NO STATION INVERT OEPTH W.S. AVBPR ELEV OF FLOW ELEV Q LJELEM SO SF AVE HF NORM DEPTH *********************--************-*********************-**********--****-**-***-*****._******************** 2.50 0.00 0.00 0 0.00 100.00 1174.50 2.500 1177.000 53.0 10.80 1.810 1178.810 0.00 2.335 0.00 0.01686 .016555 0.00 2.040 100.00 1174.50 2.500 1177.000 53.0 10.80 1.810 1178.810 0.00 2.335 25.50 0.01686 .015718 0.40 2.040 125.50 1174.93 2.455 1177.385 53.0 10.84 1.825 1179.210 0.00 2.335 DIA 10 NO. PIER ZR 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 C6?? . . . WATER QUALITY MITIGATION BASIN (WQMB) DRAINAGE BASIN 600 This WQMB has been sized based on the San Diego Regional Water Quality Control Board (RWQCB) policy (store the volume generated from the first 0.6 inch of rainfall over the tributary watershed. Volume = Intercept and detain 0.6" of rainfall over watershed + 10% for sediment V= (0.6/12)*38.42 ac= 1.92*10%*1.92 = 2.11 ac-ft The stage-elevation -volume relationship was established by measuring the surface areas of the contours encompassing the mitigation basin through AutoCadd. The results are summarized in the following table: TABLE 1 STAGE-VOLUME RELATIONSHIP DRAINAGE BASIN 600 WSEL AREA VOLUME TOTAL VOLUME TOTAL VOLUME (Feet) (Square feet) (Cubic feet) (Cubic feet) (Acre-feet) 1207 1022 5787 5787 0.13 1208 10553 14571 20358 0.47 1209 18589 20752 41110 0.94 1210 22915 24132 65242 1.50 1211 25349 123252 188494 4.33 1215 36277 WSEL = 1211.86' @volume = 2.11 acre-feet 9.A ***************************************** *************************************** * * * FLOOD HYDROGRAPH PACKAGE (HEC.l) . *- JUN 1998 * . VERSION 4.1 * * * RUN DATE 07 JAN02 TIME 10:34:08 * * * * * * U.s. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER . * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756.1104 * * * ***************************************** *************************************** x X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC.l KNOWN AS HECl (JAN 73), HECIGS, HECIDB, AND HECIKW. . THE DEFINITIONS OF VARIABLES .RTIMp. AND .RTIOR. HAVE CHANGED FROM THOSE USED WITH THE 1973'STYLE INPUT STRUCTURE. THE DEFINITION OF .AMSKK. ON RM.CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN71 VERSION NEW OPTIONS: OAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM . '6& LINE . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 . . HEC.l INPUT 10...... .1...... .2..... ..3...... .4...... .5...... .6.......7...... .8...... .9..... .10 10 10 10 10 10 *DIAGRAM IT 2 16NOVOl 10 3 ROUTING THROUGH THE DETENTION BASIN WATER QUALITY BASIN DRAINAGE BASIN 600 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELO COLUMNS SEVERE CONOITION INITIAL WSEL= 211.86 0600 300 KK INFLOII KM INFLOII HYOROGRAPH TO THE DETENTION BASIN KM BASED ON TRIANGULAR HYDROGRAPH 01 0 17.2 34.3 51.50 68.8 85.8 103.0 85.80 68.80 51.5 01 34.3 17.2 0 BA .06 KK OUT FLO KM ROUTE FLOIIS SV 0 .13 SE 207. 208.00 SO 0.8 8.2 SE 212. 212.5 RS 1 ELEV ZZ FROM DETENTION BASIN 0.47 0.940 1.504.33 209.0 210.00 211.00 215.00 19.6 33.8 50.40 69.0 213.0 213.5 214.0 214.5 211.86 PAGE 1 ~v SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT , (V) ROUT! NG (.) CONNECTOR 8 INFlOll V V 14 OUTFlO ("") DIVERSION OR PUMP FLOW (=...) RETURN OF DIVERTED OR PUMPED FlOll (***) RUNOFF ALSO COMPUTED AT THIS LOCATION . . ~~ * * *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756.1104 * * * ***************************************** * * * FLOOD HYDROGRAPH PACKAGE (HEC.l) * JUN 1998 ~ VERSION 4.1 * * * * * RUN DATE 07JAND2 TIME 10:34:08 * ***************************************** *************************************** ROUTING THROUGH THE DETENTION BASIN WATER QUALITY BASIN DRAINAGE BASIN 600 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 211.86 7 10 OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN IDATE ITIME NQ NDDATE NDTI ME ICENT 2 16NDV 1 0600 300 16NDV 1 1558 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK . COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLI SH UN ITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOII STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MI LES INCHES FEET CUBIC FEET PER SECOND ACRE. FEET .ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 8 KK * INFLOW * . * * ************** INFLOII HYDROGRAPH TO THE DETENTION BASIN BASED ON TRIANGULAR HYDROGRAPH SUBBASIN RUNOFF DATA ~co 13 BA SUBBASIN CHARACTERISTICS TAREA .06 SUBBASIN AREA . *** *** *** *** *** HYOROGRAPH AT STATION INFLOW PEAK FLOW (CFS) 103. TIME (HR) .20 (CFS) (INCHES) (AC'FTl 6'HR 20. 3.035 10. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24'HR 72'HR 19. 19. 4.789 4.789 15. 15. .06 SQ MI *** 9.97'HR 19. 4,789 15. ... .*. *** *.* ... ... ... .*. *.* ... .*. *** *** ... ... *** ... .*. *** ... ... *** *** *.* ... *** .*. ... ... *** ... ... ... ***....*****.. * * 14 KK * OUTFLO '* * * ********...*.* . ROUTE FLOWS FROM OETENTION BASIN HYOROGRAPH ROUTING DATA 20 RS STORAGE ROUT! NG NSTPS ITYP RSVRIC X 15 SV STORAGE 17 SE ELEVATION 18 SQ DISCHARGE 19 SE ELEVATION 1 NUMBER OF SU8REACHES ELEV TYPE OF INITIAL CONDITION 211.86 INITIAL CONDITION .00 WORKING RAND 0 COEFFICIENT .0 207.00 1. 212.00 STORAGE .00 .13 OUTFLOW .80 .80 ELEVATION 207.00 208.00 . STORAGE 3.98 4.33 OUTFLOW 69.00 87.60 ELEVATION 214.50 215.00 *** *** *** .1 .5 208.00 210.00 209.00 8. 20. 212.50 213.00 213.50 .9 1.5 4.3 215.00 69. 214.50 COMPUTEO STORAGE.OUTFLOW.ELEVATION DATA .47 .80 209.00 .94 .80 210.00 *** 211. DO 34. 50. 214.00 *** 1.50 .80 211.00 2.21 .80 212.00 *** 2.56 8.20 212.50 2.91 19.60 213.00 3.27 33.80 213.50 3.62 50.40 214.00 ~o... HYOROGRAPH AT STATION OUTFLO 4JFLDII TIME MAXIMUM AVERAGE FLDII FS) (HR) 6'HR 24.HR 72'HR 9.97'HR 35. .33 (CFS) 18. 18. 18. 18. (INCHES) 2.860 4.560 4.560 4.560 (AC'H) 9. 15. 15. 15. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC'H) (HR) 6.HR 24'HR 72.HR 9.97'HR 3. .33 3. 3. 3. 3. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6'HR 24'HR 72'HR 9.97'HR 213.55 .33 212.94 212.91 212.91 212.91 CUMULATIVE AREA = .06 SO MI . . I\t> RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND . TIME IN HtXJRS. AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6.HOUR 24'HtXJR 72, HOUR AREA STAGE MAX STAGE HYDROGRAPH AT INFLOW 103. .20 20. 19. 19. .06 ROUTED TO tXJTFlO 35. .33 18. 18. 18. .06 213.55 .33 *** NORMAL END OF HEC-1 *** "-..../ "--" a..\ I 248b600.wsp- Page ..1J . . . : o T1 OUTLET OF WATER QUALITY BASIN T2 BASIN 600 T3 FILE:248B600.wSP 1/07/02 SO 100.001203.50 1 .013 1205.5 R 182.501204.12 1 .013 SH 1 CD 1 4 2.0 a.,v . . . LICENSEE: RB.F. & ASSOC. . SAN DIEGO F0515P WATER SURFACE PROFILE LISTING OUTLET OF WATER QUALITY BASIN BASIN 600 FILE:248B600.wSP 1107102 PAGE 1 HGTI BASEl ZL NO HEAO GRO.EL. ELEV OEPTH VEL VEL ENERGY SUPER CRITICAL OIA 10 NO. PIER STATION INVERT DEPTH W.S. AVBPR ELEY OF FLOW ELEV UELEM SO Q SF AVE HF NORM OEPTH ~~ ~~l~~~~~~ *___****.......***_~_ 2.00 0.00 0.00 0 0.00 ~~Ul ___ ........----- 100.00 1203.50 2.000 1205.500 35.0 11.14 1.927 1207.427 0.00 1.920 82.50 0.00751 .023936 1.97 2.000 182.50 1204.12 3.355 1207.475 35.0 11.14 1.927 1209.402 0.00 1.920 ZR 0.00 2.00 0.00 0.00 0 0.00 ~ , 248b600.wsp ~ge ill . . . o T1 OUTLET OF WATER QUALITY BASIN T2 BASIN 600 T3 FILE:248B600.wSP 1/07/02 SO 100.001203.50 1 .013 1205.5 R 221.201204.12 1 .013 45. SH 1 CD 1 4 2.0 q~ . . . F0515P WATER SURFACE PROFILE. TITLE CARO LISTING HEAOING LINE NO 1 IS. OUTLET OF WATER QUALITY BASIN HEAOING LINE NO 2 IS . BASIN 600 HEADING LINE NO 3 IS . FILE:248B600.wSP 1/07/02 PAGE NO 3 c6 . . . F0515P WATER SURFACE PROFILE. ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . U1S OATA STATION INVERT SECT 100.001203.50 1 PAGE NO 2 W S ELEV 1205.50 ELEMENT NO 2 IS A REACH . .. U1S OATA STATION INVERT SECT 221.201204.12 1 0.013 N RAOIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S OATA STATION INVERT SECT 221.201204.12 1 0.00 NO EOIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 -. WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKOS, W.S.ELEV = INV + DC . W S ELEV C\~ . . . LICENSEE: R.B.F. & ASSOC.. SAN DIEGO F0515P WATER SURFACE PROFILE LISTING OUTLET OF WATER QUALITY BASIN BASIN 600 FILE:248B600.wSP 1/07/02 PAGE 1 HGTI BASEl ZL NO STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA 10 NO. PIER Q UELEM SO NORM DEPTH SF AVE HF II l l llU.J.J.J. 1.******** .UUUJ.J. 100.00 1203.50 2.000 1205.500 35.0 11.14 1.927 1207.427 0.00 1.920 121.20 0.00512 .023936 2.90 2.000 221.20 1204.12 4.554 1208.674 35.0 11.14 1.927 1210.601 0.00 1.920 ZR UJ.J. 1. 1. 1. U 2.00 0.00 0.00 0 0.00 0.00 2.00 0.00 0.00 0 0.00 ~,..\ . . . Stage-Discharge Relationship 2 1211.86 1208.7 0.6 3.2 0.8 STANDPIPE DIA (FT) CREST ELEVATION (FT) WSEL INSIDE STANDPIPE ORIFICE COEFF. WEIR COEFF. WEIR EFF. LENGTH FACTOR QORFICE=Co* A *(2*g*H)^0.5 QWEIR=Cw*L *H^1.5 A=PI*D*D/4, L=PI*D= 3.1 FT^2 6.3 FT ORIFICE WEIR CONTROLLING WSEL HEAD (FT) Q (CFS) HEAD (FT) Q (CFS) Q (CFS) 1212.00 0 0.0 0.14 0.8 0.8 1212.50 0 0.0 0.64 8.2 8.2 1214.00 0 0.0 2.14 50.4 50.4 1214.50 5.8 36.4 2.64 69.0 69.0 1215.00 6.3 38.0 3.14 89.5 89.5 NOTES: ORIFICE EQUATION APPLICABLE FOR DEPTH >1.2*DIA b600.wb3 01/10/02 RBF Consulting ~~ ~248b.wSJl Page 1l/ . . . o T1 ESTATE LOTS T2 LINE B T3 FILE:248BWSP 10/22/01 SO 100.001210.00 1 .013 R 197.371211.95 1 .013 SH 1 CD 1 4 2.0 1212.0 ~~ . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- ESTATE LOTS HEADING LINE NO 2 IS - LINES HEADING LINE NO 3 IS - FILE:248S.wSP 10/22/01 PAGE NO 3 \~ . . . F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT 100.001210.00 1 W S ELEV 1212.00 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 197.371211.95 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 197.371211.95 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC \vS\ . LICENSEE: RRF. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING ESTATE LOTS L1NEB FILE:248B.wSP 10/22/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ****************--******--*************** ****** 100.00 1210.00 2.000 1212.000 2.9 0.92 0.013 1212.013 0.00 0.594 2.00 0.00 0.00 0 0.00 0.00 0.02003 .000162 0.00 0.410 0.00 100.00 1210.00 2.000 1212.000 2.9 0.92 0.013 1212.013 0.00 0.594 2.00 0.00 0.00 0 0.00 9.24 0.02003 .000153 0.00 0.410 0.00 109.24 1210.18 1.814 1211.999 2.9 0.97 0.015 1212.014 0.00 0.594 2.00 0.00 0.00 0 0.00 5.36 0.02003 .000149 0.00 0.410 0.00 114.60 1210.29 1.706 1211.998 2.9 1.02 0.016 1212.014 0.00 0.594 2.00 0.00 0.00 0 0.00 4.35 0.02003 .000161 0.00 0.410 0.00 118.95 1210.38 1.618 1211.997 2.9 1.07 0.018 1212.015 0.00 0.594 2.00 0.00 0.00 0 0.00 3.84 0.02003 .000177 0.00 0.410 0.00 . 122.79 1210.46 1.540 1211.996 2.9 1.12 0.019 1212.015 0.00 0.594 2.00 0.00 0.00 0 0.00 3.43 0.02003 .000197 0.00 0.410 0.00 126.22 1210.53 1.470 1211.995 2.9 1.17 0.021 1212.016 0.00 0.594 2.00 0.00 0.00 0 0.00 3.12 0.02003 .000219 0.00 0.410 0.00 129.34 1210.59 1.406 1211.994 2.9 1.23 0.023 1212.017 0.00 0.594 2.00 0.00 0.00 0 0.00 2.92 0.02003 .000246 0.00 0.410 0.00 132.26 1210.65 1.346 1211.992 2.9 1.29 0.026 1212.018 0.00 0.594 2.00 0.00 0.00 0 0.00 2.65 0.02003 .000276 0.00 0.410 0.00 134.91 1210.70 1.291 1211.990 2.9 1.35 0.028 1212.018 0.00 0.594 2.00 0.00 0.00 0 0.00 2.49 0.02003 .000311 0.00 0.410 0.00 137.40 1210.75 1.239 1211.988 2.9 1.42 0.031 1212.019 0.00 0.594 2.00 0.00 0.00 0 0.00 2.29 0.02003 .000351 0.00 0.410 0.00 . \'OV . LICENSEE: RRF. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING ESTATE LOTS L1NEB FILE:248B.wSP 10/22/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL ELEV DEPTH D1A IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ******************- -'-**************************************_.........._*************************** 139.69 1210.80 1.191 1211.986 2.9 1.49 0.034 1212.020 0.00 0.594 2.00 0.00 0.00 0 0.00 2.16 0.02003 .000396 0.00 0.410 0.00 141.85 1210.84 1.145 1211.983 2.9 1.56 0.038 1212.021 0.00 0.594 2.00 0.00 0.00 0 0.00 2.06 0.02003 .000449 0.00 0.410 0.00 143.91 1210.88 1.101 1211.980 2.9 1.84 0.042 1212.022 0.00 0.594 2.00 0.00 0.00 0 0.00 1.89 0.02003 .000509 0.00 0.410 0.00 145.80 1210.92 1.060 1211.977 2.9 1.71 0.046 1212.023 0.00 0.594 2.00 0.00 0.00 0 0.00 1.82 0.02003 .000577 0.00 0.410 0.00 147.62 1210.95 1.020 1211.974 2.9 1.80 0.050 1212.024 0.00 0.594 2.00 0.00 0.00 0 0.00 1.65 0.02003 .000655 0.00 0.410 0.00 . 149.27 1210.99 0.983 1211.970 2.9 1.89 0.055 1212.025 0.00 0.594 2.00 0.00 0.00 0 0.00 1.58 0.02003 .000744 0.00 0.410 0.00 150.85 1211.02 0.947 1211.965 2.9 1.98 0.061 1212.026 0.00 0.594 2.00 0.00 0.00 0 0.00 1.45 0.02003 .000846 0.00 0.410 0.00 152.30 1211.05 0.913 1211.961 2.9 2.08 0.067 1212.028 0.00 0.594 2.00 0.00 0.00 0 0.00 1.38 0.02003 .000962 0.00 0.410 0.00 153.68 1211.08 0.880 1211.955 2.9 2.18 0.074 1212.029 0.00 0.594 2.00 0.00 0.00 0 0.00 1.25 0.02003 .001094 0.00 0.410 0.00 154.93 1211.10 0.849 1211.949 2.9 2.28 0.081 1212.030 0.00 0.594 2.00 0.00 0.00 0 0.00 0.90 0.02003 .001246 0.00 0.410 0.00 155.83 1211.12 0.819 1211.937 2.9 2.39 0.089 1212.026 0.00 0.594 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 . \b'& . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING ESTATE LOTS L1NEB FILE:248S.wSP 10/22/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ****-******** .1_.1.UU.1.1J..1.1.1.1.1 .1.1 --************-*******-*************** 155.83 1211.12 0.410 1211.528 2.9 6.26 0.609 1212.137 0.00 0.594 2.00 0.00 0.00 0 0.00 17.02 0.02003 .018245 0.31 0.410 0.00 172.85 1211.46 0.422 1211.881 2.9 5.99 0.557 1212.438 0.00 0.594 2.00 0.00 0.00 0 0.00 8.91 0.02003 .016029 0.14 0.410 0.00 181.76 1211.84 0.437 1212.074 2.9 5.71 0.506 1212.580 0.00 0.594 2.00 0.00 0.00 0 0.00 5.17 0.02003 .014020 0.Q7 0.410 0.00 186.93 1211.74 0.452 1212.193 2.9 5.44 0.460 1212.653 0.00 0.594 2.00 0.00 0.00 0 0.00 3.45 0.02003 .012254 0.04 0.410 0.00 190.38 1211.81 0.467 1212.277 2.9 5.19 0.418 1212.695 0.00 0.594 2.00 0.00 0.00 0 0.00 2.37 0.02003 .010710 0.03 0.410 0.00 . 192.75 1211.86 0.483 1212.340 2.9 4.95 0.380 1212.720 0.00 0.594 2.00 0.00 0.00 0 0.00 1.64 0.02003 .009368 0.02 0.410 0.00 194.39 1211.89 0.500 1212.390 2.9 4.72 0.345 1212.735 0.00 0.594 2.00 0.00 0.00 0 0.00 1.23 0.02003 .008194 0.01 0.410 0.00 195.62 1211.91 0.517 1212.432 2.9 4.50 0.314 1212.746 0.00 0.594 2.00 0.00 0.00 0 0.00 0.82 0.02003 .007167 0.01 0.410 0.00 196.44 1211.93 0.535 1212.466 2.9 4.29 0.286 1212.752 0.00 0.594 2.00 0.00 0.00 0 0.00 0.58 0.02003 .006269 0.00 0.410 0.00 197.02 1211.94 0.553 1212.496 2.9 4.09 0.260 1212.756 0.00 0.594 2.00 0.00 0.00 0 0.00 0.25 0.02003 .005487 0.00 0.410 0.00 197.27 1211.95 0.573 1212.521 2.9 3.90 0.236 1212.757 0.00 0.594 2.00 0.00 0.00 0 0.00 0.10 0.02003 .004790 0.00 0.410 0.00 . \~ . . . LICENSEE: RS.F. & ASSOC. -SAN DIEGO F0515P WATER SURFACE PROFILE LISTING ESTATE LOTS L1NEB FILE:248B.wSP 10/22/01 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL ELEV DEPTH UELEM SO SF AVE HF NORM DEPTH 2.00 0.00 0.00 0 0.00 _**************** .1 *********** 197.37 1211.95 0.594 1212.544 2.9 3.71 0.214 1212.758 0.00 0.594 (viM li ~ t.+'",n ,- 1'2.. /2. !"1..(4y- t),5' (n(.,)~- .:: /lI2 . f, t I PAGE 4 HGTI BASEl ZL NO DIA ID NO. PIER ZR \~ ~ 248d1.wsp Pag.uJ1 . 0 T1 ESTATE LOTS T2 LINE D-1 T3 FILE:248D1WSP 10/22/01 SO 100.001189.00 1 .013 1191.50 R 218.781191.07 1 .013 JX 218.781191.07 1 2 .013 23.1 1191.32 90. R 269.861192.00 1 .013 SH 1 CD 1 4 2.5 CD 24 2.0 . . \f(}P . LICENSEE: RRF. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING ESTATE LOTS LINE D-l FILE:248D1WSP 10/22/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR -- ************************ 100.00 1189.00 1.859 1190.859 47.7 12.19 2.307 1193.166 0.00 2.268 2.50 0.00 0.00 0 0.00 63.01 0.01743 .015964 1.01 1.820 0.00 163.01 1190.10 1.924 1192.022 47.7 11.76 2.149 1194.171 0.00 2.268 2.50 0.00 0.00 0 0.00 34.67 0.01743 .014591 0.51 1.820 0.00 197.68 1190.70 2.021 1192.723 47.7 11.22 1.953 1194.676 0.00 2.268 2.50 0.00 0.00 o 0.00 15.98 0.01743 .013260 0.21 1.820 0.00 213.66 1190.98 2.132 1193.113 47.7 10.69 1.775 1194.888 0.00 2.268 2.50 0.00 0.00 0 0.00 5.120.01743 .012249 0.06 1.820 0.00 218.78 1191.07 2.268 1193.338 47.7 10.19 1.613 1194.951 0.00 2.268 2.50 0.00 0.00 0 0.00 JUNCT STR 0.00000 .007716 0.00 0.00 . 218.78 1191.07 4.619 1195.689 24.6 5.01 0.390 1196.079 0.00 1.690 2.50 0.00 0.00 o 0.00 51.08 0.01821 .003597 0.18 1.166 0.00 269.86 1192.00 3.873 1195.873 24.6 5.01 0.390 1196.263 0.00 1.690 2.50 0.00 0.00 0 0.00 f'A.A-k, tJ~ t...-~,c..,-... (tq{,~1?1- Ol~- CD.~?) -'" /(r~,D7 I . \Q\ [?48~~~1!1l . . . " -~- - o T1 ESTATE LOTS BASIN 400 T2 LINE E-1 T3 FILE:248REVEWSP 10/22/01 REV. 11/15/01 SO 100.001181.60 1 .013 1184.6 R 200.591182.79 1 .013 R 245.301183.32 1 .013 29. R 275.611183.69 1 .013 R 300.001183.98 1 .013 4. R 359.671184.69 1 .013 11. R 365.671184.84 1 .013 1 R 467.951188.48 1 .013 R 528.691190.64 1 .013 R 650.411212.50 1 .013 39. SH 1 CD 1 4 3.0 -~-~Pag:e j] \dO . . . DATE: 11 4/2002 TIME: 13:24 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 3.00 \fA . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- ESTATE LOTS BASIN 400 HEADING LINE NO 2 IS - LINE E HEADING LINE NO 3 IS - FILE:248REVE.wSP 10/22/01 REV. 11/15/01 PAGE NO 3 \\\) . . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT 100.001181.60 1 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 200.591182.79 1 0.013 ELEMENT NO 3 IS A REACH U1S DATA STATION INVERT SECT 245.30 1183.32 1 0.013 ELEMENT NO 4 IS A REACH U1S DATA STATION INVERT SECT 275.61 1183.69 1 0.013 ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT SECT 300.00 1183.98 1 0.013 ELEMENT NO 6 IS A REACH UIS DATA STATION INVERT SECT 359.67 1184.69 1 0.013 ELEMENT NO 7 IS A REACH UIS DATA STATION INVERT SECT 365.671184.84 1 0.013 ELEMENT NO 8 IS A REACH UIS DATA STATION INVERT SECT 467.95 1188.48 1 0.013 ELEMENT NO 9 IS A REACH UIS DATA STATION INVERT SECT 528.69 1190.64 1 0.013 ELEMENT NO 10 IS A REACH UIS DATA STATION INVERT SECT 650.411212.50 1 0.013 W S ELEV 1184.60 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 29.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 4.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 11.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 3900 0.00 0 ELEMENT NO 11 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 650.41 1212.50 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC \\\ . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING ESTATE LOTS BASIN 400 L1NEE FILE:248REVE.wSP 10/22/01 REV. 11/15/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************************************-*******************-*.............. ******************************************* 100.00 1181.60 2.205 1183.805 71.3 12.81 2.547 1186.352 0.00 2.675 3.00 0.00 0.00 0 0.00 28.02 0.01183 .014884 0.42 2.412 0.00 128.02 1181.93 2.149 1184.080 71.3 13.15 2.686 1186.766 0.00 2.675 3.00 0.00 0.00 0 0.00 39.79 0.01183 .016270 0.65 2.412 0.00 167.81 1182.40 2.057 1184.459 71.3 13.79 2.954 1187.413 0.00 2.675 3.00 0.00 0.00 0 0.00 32.78 0.01183 .018263 0.60 2.412 0.00 200.59 1182.79 1.973 1184.763 71.3 14.47 3.251 1188.014 0.00 2.675 3.00 0.00 0.00 0 0.00 18.64 0.01185 .020094 0.37 2.410 0.00 219.23 1183.01 1.920 1184.931 71.3 14.92 3.455 1188.386 0.00 2.675 3.00 0.00 0.00 0 0.00 26.07 0.01185 .022191 0.58 2.410 0.00 . 245.30 1183.32 1.844 1185.164 71.3 15.65 3.801 1188.965 0.00 2.675 3.00 0.00 0.00 0 0.00 6.96 0.01221 .023920 0.17 2.374 0.00 252.26 1183.40 1.623 1185.228 71.3 15.85 3.902 1189.130 0.00 2.675 3.00 0.00 0.00 0 0.00 23.35 0.01221 .025899 0.60 2.374 0.00 275.61 1183.69 1.753 1185.443 71.3 16.62 4.291 1189.734 0.00 2.675 3.00 0.00 0.00 0 0.00 3.93 0.01189 .027805 0.11 2.406 0.00 279.54 1183.74 1.740 1185.477 71.3 16.77 4.368 1189.845 0.00 2.675 3.00 0.00 0.00 0 0.00 20.46 0.01189 .029976 0.61 2.406 0.00 300.00 1183.98 1.673 1185.653 71.3 17.59 4.806 1190.459 0.00 2.675 3.00 0.00 0.00 0 0.00 8.12 0.01190 .032691 0.27 2.405 0.00 308.12 1184.08 1.646 1185.723 71.3 17.95 5.004 1190.727 0.00 2.675 3.00 0.00 0.00 0 0.00 18.34 0.01190 .035791 0.66 2.405 0.00 . \\v . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING ESTATE LOTS BASIN 400 LINE E FILE:248REVE.wSP 10/22/01 REV. 11/15/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************************************************ *****-*****************--- 326.46 1184.30 1.584 1185.879 71.3 18.82 5.501 1191.380 0.00 2.675 3.00 0.00 0.00 0 0.00 17.120.01190 .040588 0.69 2.405 0.00 343.58 1184.50 1.525 1186.024 71.3 19.75 6.054 1192.078 0.00 2.675 3.00 0.00 0.00 0 0.00 16.09 0.01190 .046078 0.74 2.405 0.00 359.67 1184.69 1.470 1186.160 71.3 20.71 6.659 1192.819 0.00 2.675 3.00 0.00 0.00 0 0.00 6.00 0.02500 .049829 0.30 1.806 0.00 365.67 1184.84 1.456 1186.296 71.3 20.96 6.825 1193.121 0.00 2.675 3.00 0.00 0.00 0 0.00 32.09 0.03559 .053797 1.73 1.616 0.00 397.76 1185.98 1.406 1187.388 71.3 21.90 7.451 1194.839 0.00 2.675 3.00 0.00 0.00 0 0.00 27.49 0.03559 .060865 1.67 1.616 0.00 . 425.25 1186.96 1.356 1188.317 71.3 22.97 8.193 1196.510 0.00 2.675 3.00 0.00 0.00 0 0.00 22.90 0.03559 .069236 1.59 1.616 0.00 448.15 1187.78 1.307 1189.082 71.3 24.10 9.016 1198.098 0.00 2.675 3.00 0.00 0.00 0 0.00 19.80 0.03559 .078808 1.56 1.616 0.00 467.95 1188.48 1.261 1189.741 71.3 25.27 9.912 1199.653 0.00 2.675 3.00 0.00 0.00 0 0.00 0.08 0.03556 .083938 0.01 1.616 0.00 468.03 1188.48 1.261 1189.744 71.3 25.27 9.919 1199.663 0.00 2.675 3.00 0.00 0.00 0 0.00 17.47 0.03556 .089765 1.57 1.616 0.00 485.501189.10 1.216 1190.320 71.3 26.51 10.909 1201.229 0.00 2.675 3.00 0.00 0.00 0 0.00 15.72 0.03556 .102266 1.61 1.616 0.00 501.22 1189.66 1.174 1190.837 71.3 27.80 11.998 1202.835 0.00 2.675 300 0.00 0.00 0 0.00 14.31 0.03556 .116567 1.67 1.616 0.00 . \\17 . LICENSEE: RRF. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING ESTATE LOTS BASIN 400 LINE E FILE:248REVE.wSP 10/22/01 REV. 11/15/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************************************--*** **************************************************** 515.53 1190.17 1.1331191.305 71.3 29.16 13.205 1204.510 0.00 2.675 3.00 0.00 0.00 0 0.00 13.16 0.03556 .132906 1.75 1.616 0.00 528.69 1190.64 1.094 1191.734 71.3 30.57 14.516 1206.250 0.00 2.675 3.00 0.00 0.00 0 0.00 0.10 0.17959 .141607 0.01 1.026 0.00 528.79 1190.66 1.094 1191.752 71.3 30.57 14.516 1206.268 0.00 2.675 3.00 0.00 0.00 0 0.00 27.41 0.17959 .132863 3.64 1.026 0.00 556.20 1195.58 1.133 1196.713 71.3 29.15 13.194 1209.907 0.00 2.675 3.00 0.00 0.00 0 0.00 18.37 0.17959 .116529 2.14 1.026 0.00 574.57 1198.88 1.174 1200.054 71.3 27.80 11.998 1212.052 0.00 2.675 3.00 0.00 0.00 0 0.00 13.56 0.17959 .102233 1.39 1.026 0.00 . 588.13 1201.32 1.216 1202.531 71.3 26.51 10.909 1213.440 0.00 2.675 3.00 0.00 0.00 0 0.00 10.53 0.17959 .089736 0.94 1.026 0.00 598.66 1203.21 1.261 1204.468 71.3 25.27 9.912 1214.380 0.00 2.675 3.00 0.00 0.00 0 0.00 8.49 0.17959 .078812 0.67 1.026 0.00 607.15 1204.73 1.307 1206.038 71.3 24.10 9.016 1215.054 0.00 2.675 3.00 0.00 0.00 0 0.00 6.98 0.17959 .069248 0.48 1.026 0.00 614.13 1205.98 1.356 1207.341 71.3 22.97 8.193 1215.534 0.00 2.675 3.00 0.00 0.00 0 0.00 5.86 0.17959 .060875 0.36 1.026 0.00 619.99 1207.04 1.406 1208.442 71.3 21.90 7.451 1215.893 0.00 2.675 3.00 0.00 0.00 0 0.00 4.95 0.17959 .053536 0.27 1.026 0.00 624.94 1207.93 1.459 1209.385 71.3 20.88 6.773 1216.158 0.00 2.675 300 0.00 0.00 0 0.00 4.22 0.17959 .047128 0.20 1.026 0.00 . \'^ . LICENSEE: RRF. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFILE LISTING ESTATE LOTS BASIN 400 LINE E FILE:248REVE.wSP 10/22/01 REV. 11/15/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR **********--***********************....._-***********************-*************************************--**** 629.16 1208.68 1.515 1210.199 71.3 19.91 6.156 1216.355 0.00 2.675 3.00 0.00 0.00 0 0.00 3.64 0.17959 .041515 0.15 1.026 0.00 632.80 1209.34 1.573 1210.910 71.3 18.99 5.599 1216.509 0.00 2.675 3.00 0.00 0.00 0 0.00 3.12 0.17959 .036602 0.11 1.026 0.00 635.92 1209.90 1.635 1211.533 71.3 18.10 5.088 1216.621 0.00 2.675 3.00 0.00 0.00 0 0.00 2.71 0.17959 .032301 0.09 1.026 0.00 638.63 1210.38 1.699 1212.083 71.3 17.26 4.626 1216.709 0.00 2.675 3.00 0.00 0.00 0 0.00 2.33 0.17959 .028530 0.07 1.026 0.00 640.96 1210.80 1.767 1212.570 71.3 16.46 4.205 1216.775 0.00 2.675 3.00 0.00 0.00 0 0.00 2.01 0.17959 .025234 0.05 1.026 0.00 . 642.97 1211.16 1.839 1213.003 71.3 15.69 3.823 1216.826 0.00 2.675 3.00 0.00 0.00 0 0.00 1.73 0.17959 .022350 0.04 1.026 0.00 644.70 1211.47 1.915 1213.389 71.3 14.96 3.475 1216.884 0.00 2.675 3.00 0.00 0.00 0 0.00 1.46 0.17959 .019834 0.03 1.026 0.00 646.16 1211.74 1.997 1213.734 71.3 14.26 3.159 1216.893 0.00 2.675 3.00 0.00 0.00 0 0.00 1.24 0.17959 .017641 0.02 1.026 0.00 647.40 1211.96 2.084 1214.044 71.3 13.60 2.873 1216.917 0.00 2.675 3.00 0.00 0.00 0 0.00 1.02 0.17959 .015731 0.02 1.026 0.00 648.42 1212.14 2.178 1214.321 71.3 12.97 2.611 1218.932 0.00 2.675 3.00 0.00 0.00 0 0.00 0.81 0.17959 .014082 0.01 1.026 0.00 649.23 1212.29 2.281 1214.569 71.3 12.36 2.374 1216.943 0.00 2.675 3.00 0.00 0.00 0 0.00 0.62.0.17959 .012668 0.01 1.026 0.00 . \\~ . . - LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING ESTATE LOTS BASIN 400 L1NEE FILE:248REVE.WSP 10/22/01 REV. 11/15/01 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV VEL VEL ENERGY SUPER CRITICAL Q PAGE 5 UELEM SO SF AVE HF ZR DIA ID NO. PIER HGT I BASEl ZL NO HEAD GRD.EL ELEV DEPTH NORM DEPTH --*************-***---****************************--*******-***-** 0.40 0.17959 .011481 0.00 0.00 3.00 0.00 0.00 0 0.00 649.85 1212.40 2.394 1214.793 71.3 11.79 2.158 1216.951 0.00 2.675 1.026 3.00 0.00 0.00 0 0.00 650.25 1212.47 2.522 1214.994 71.3 11.24 1.962 1216.956 0.00 2.675 0.16 0.17959 .010544 0.00 1.026 0.00 3.00 0.00 0.00 0 0.00 650.41 1212.50 2.675 1215.175 71.3 10.71 1.782 1216.957 0.00 2.675 ,~q---t U:" L-5.€L.= (LIS, t7"Y-t-O.) (r.7<H_) =- n / 1&.07 ( \j'\fo