Loading...
HomeMy WebLinkAboutTechDrainageStudy(Nov.21,2001) . . . RECEIVED NUV 2 6 2001 CONSULTING CITY OF TEMECULA ENGINEERING DEPARTMENT Mr. Gerald Alegria, P.E. City of Temecula Department of Public Works 43200 Business Park Drive Temecula, CA 92590 15-100245.001 RE: Technical Drainage Study Crowne Hill, Tracts 23143-F, -6 -7,-8, -9 & -10 Dear Mr. Alegria: The Technical Drainage Study for Crowne Hill was originally submitted to the City of Temecula this past October. Since then, there have been a some minor revisions tothe storm drains and to the Water Quality Mitigation Basin in the vicinity of the Crowne Hill Drive/Pauba Road intersection. This report includes the following revised calculations 1. WSPG Output -Lines A, A 1,A2, A3, B,B1 & B2 ,C, C1, C2, C3, EE, F, G, G1, G2, ,L,L 1, L2, S, S1, S2, S3, S4, SJC, PKB, & U 2. Stage - Discharge Spreadsheet for the above-mentioned revised Water Quality Mitigation Basin 3. Stage -Volume relationship forthe above-mentioned revised Water Quality Mitigation Basin 4. HEC-1 Output for the above-mentioned revised Water Quality Mitigation Basin The size of the storm drain pipe discharging the Water Quality Mitigation Basin at San Juan Court was indicated as a 48-inch line instead of a 36-inch line. Page 20 of the report has been revised to reflect the correct size (36-inch) of the discharge pipe and is included with this submittal. Please find enclosed one (1) copy of this revised Technical Drainage Study and one (1) set of the revised storm drain plans for your review and approval. If there are any questions or need for additional information, I can be contacted at (909) 676-8042. if:rnIY~f.'4.f Frank P. Gerard Water Resources Engineer Riverside Region H:\pdata\15100245\OFFICE\WPWJN\2451Ir027.wpd PLANNING . DESIGN iii CONSTRUCTION 27555 Ynez Road, Suite 400, Temecula, CA 92591-4679 . 909.676.8042 . Fax 909.676.7240 Offices located throughout California, Arizona & Nevada _ www.RBF.com ~ pt,mMon ,,,,,,,cI""pape, . CROWNE HILL REVISED PAGE 20 OF THE ORIGINAL TECHNICAL DRAINAGE STUDY November 21,2001 . . r . . . Technical Drainage Study Crowne Hill Tracts 23143-F-6-7-8-9-10 This Water Quality Mitigation Basin was designed to store a minimum volume of 1.54 acre-feet to be in conformance with the SDRWQCB criteria. The flows will discharge in the existing 36-inch storm drain (Line "E"), which was constructed as part of A.D 159. The inlet apron will be replaced with a manhole and the 36-inch pipe will be extended approximately 30 feet into the basin. A 36-inch diameter standpipe will be placed at the upstream end of this storm drain, which is identified as Line "PKB" in the improvement plans (See Sheet 10, Tract 23143-6). The top of the standpipe is at'an elevation of 1225.9 feet, which corresponds to the1.54 acre-feet of volume in the basin. A 4-inch orifice plate, located at the upstream end of the standpipe, will drain this basin in approximately 28.3 hours which is in conformance with SDRWQCB criteria (See orifice control sizing equation in Appendix A). The above outlet structure is shown on, Sheet 11, Tract 23143-6. The HEC-1 computer model was used to determine the peak stage, volume and discharge in this basin. Rational computer model (file -SD12.DAT) was used to determine the total 100-year inflow (78.4 cfs) to this Water Quality Mitigation Basin. The inflow hydrograph was determined by the triangular method with the peak 100-year flow (78.4 cfs) and time of concentration (9.7 minutes) obtained from the above-mentioned Rational file. The stage-volume data (measured through AutoCad) and the stage-discharge relationship (weir and orifice spreadsheet) are included in Appendix A. The results of the HEC-1 program indicate a maximum storage volume, outflow and stage of 2.0 acre-feet, 54.0 cfs, and 1227.58 feet respectively. The total flows from basins 1200 and 1300 are 87.4 cfs (54 cfs + 33.4 cfs). This value is significantly less than the interim 100-year flow (99.7 cfs) and ultimate 100-year flow (116.6 cfs) as determined in A.D. 159 (Reference 7). This discharge is also considerably less than the existing 100-year flow of 114.71 cfs as determined in Reference 8. Hence, no 20 ? '., . CROWNE HILL REVISED CALCULATIONS WATER QUALITY MITIGATION BASIN (DRAINAGE BASIN 200) November 20,2001 . I.' l\. . . . WATER QUALITY MITIGATION BASIN (WQMB) DRAINAGE BASIN 200 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)*28.54 ac= 1.43+ 10%*1.43 = 1.57 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 200 WSEL AREA VOLUME TOTAL VOLUME TOTAL VOLUME (Feet) (Square feet) (Cubic feet) (Cubic feet) (Acre-feet) 1272 0 2794 2794 0.06 1273 5589 14151 16945 0.39 1274 22713 26386 43331 1.00 1275 30060 193890 237221 5.45 1280 47496 WSEL = 1275.64' @ volume = 1.57 acre-feet ~ . . . Stage-Discharge Relationship 4 1275.64 1273.93 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 CONTROLLING WSEL HEAD (FT) Q (CFS) HEAD (FT) Q (CFS) Q(CFS) 1275.50 0 0.0 0 0.0 0.0 1276.00 0 0.0 0.36 7.0 7.0 1276.50 0 0.0 0.86 25.7 25.7 1277.00 0 0.0 1.36 51.2 51.2 1277.50 0 0.0 1.86 81.8 81.8 NOTES: ORIFICE EQUATION APPLICABLE FOR DEPTH >1.2*DIA rbasin200.wb3 11/21/01 RBF Consulting Ce . . . ----------------------------------------------------------------------------------------------------------------------------- WATER QUALITY OUTLET STRUCTURE OUTLET CONTROL ORIFICE SIZING EQUATION: a = (2*A*(H-Ho)"5)/(3600*C*T*(2g)05 Where: A = Average surface area of Water Quality Basin (ft.2) A = (0+ 32292)/2 = 16146 C = Orifice Coefficient (0.6) T = Draw Time (hrs) g = 32.2 ft/sec2 H = Elevation at top of Water Quality Basin (ft) = 1276.00' Ho = Elevation at bottom of Water Quality Basin (ft) = 1272.17 T = 3.65/a Try 4" orifice: a = 3.14*(4/12)'/4 = 0.087 T = 41.9 hrs A perforated riser will connect to an outlet pipe with an orifice plate. A second perforated pipe/orifice pipe will control the flow into the storm drain system. The basin will be drained in approximately 41.9 hrs. \ ***************************************** *************************************** . . * FLOOD HYDROGRAPH PACKAGE (HEC-l) . , JUN 1998 * .' VERSION 4.1 . * * UN DATE 12NOVOl TIME 10:38:44 * * * . . . 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-1 KNO~N AS HECl (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. ~ THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED ~ITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARO ~AS CHANGED ~ITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSION NE~ OPTIONS: DAMBREAK OUTFLO~ SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:~RITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC ~AVE: NE~ FINITE DIFFERENCE ALGORITHM , ~ HEC-1 INPUT ID...... .1...... .2...... .3.......4...... .5...... .6.......7...... .8...... .9..... .10 LINE . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 . 10 WATER QUALITY BASIN 10 DRAINAGE BASIN 200 10 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS 10 SEVERE CONDITION INITIAL WSEL= 275.64 "'DIAGRAM IT 2 13JUL01 0600 300 10 3 KK INFLOW KM INFLOW HYOROGRAPH TO THE DETENTION BASIN KM BASED ON TRIANGULAR HYOROGRAPH QI 0 11.1 22.20 33.3 44.4 55.5 QI 0 BA .04 KK OUTF LO KM ROUTE FLOWS FROM DETENTION BASIN SV 0 .06 0.39 1.00 5.45 SE 272 273 274 275 280 SQ 0 7.0 25.70 51.20 81.8 SE 275.0 275.50 276.0 277 277.5 . SQ 0 6.7 25.30 50.6 81.2 . SE274.15 274.5 275 275.5 276 RS 1 ELEV 275.64 ZZ . 44.4 33.3 22.20 11.1 PAGE 1 C\ SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT I (V) ROUTING (.) CONNECTOR 7 INFLOW V V 13 OUTF LO (---.) DIVERSION OR PUMP FLOW (=---) RETURN OF DIVERTED OR PUMPED FLOW (***) RUNOFF ALSO COMPUTED AT THIS LOCATION . . \0 ***************************************** *************************************** * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1l * * U.S. ARMY CORPS OF ENGINEERS * . JUN 1998 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4.1 * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 12NOV01 TIME 10:38:44 * * (916) 756-1104 * * * * * ***************************************** *************************************** WATER QUALITY BASIN DRAINAGE BASIN 200 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 275.64 6 IO OUTPUT CONTROL IPRNT IPLOT QSCAL VARIABLES 3 o O. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN IDATE ITIME NQ NDDATE NDTIME ICENT 2 13JUL 1 0600 300 13JUL 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 ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOU STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE - FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 7 KK * INFlOlJ * * * . ************** INFlOlJ HYDROGRAPH TO THE DETENTION BASIN BASED ON TRIANGULAR HYDROGRAPH SUBBASIN RUNOFF DATA \\. 12 BA . .** PEAK FLOW (CFS) 56. SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA **. *.. ..* .** ... HYDROGRAPH AT STATION INFLOW TIME (HR) .17 MAXIMUM AVERAGE FLOW 24-HR 72-HR 1. 1. .358 .358 1. 1. 9.97-HR 1. .358 1. (CFS) (INCHES) (AC-H) 6-HR 2. .358 1. CUMULATIVE AREA = .04 SO MI *** *** 'It** *** *** *** *** *** *** *** *** *** *** *** *** *** *'It* *** *** *** *** *** *** *** *** *** *** *'It_ *** *** *** *** *** 13 KK . 19 RS 14 SV 16 SE 17 SO 18 SE ************** . . * OUTFLO . * . ************** ROUTE FLOWS FROM DETENTION BASIN HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES ELEV TYPE OF INITIAL CONDITION 275.64 INITIAL CONDITION .00 WORKING RAND 0 COEFFICIENT STORAGE .0 .4 5.4 .1 1.0 ELEVATION 272.00 274.00 275.00 280.00 273.00 DISCHARGE O. 26. 82. 51. 7. ELEVATION 275.00 276.00 2n.50 275.50 277.00 ..* COMPUTED STORAGE-OUT FLOW-ELEVATION DATA STORAGE .00 .06 .39 1.00 1.44 1.89 2.78 3.22 5.45 OUTF LOW .00 .00 .00 .00 7.00 25.70 51.20 81.80 234.80 ELEVATION 272.00 273.00 274.00 275.00 275.50 276.00 277.00 2n.50 280.00 .... *.. ..* ... *.. HYOROGRAPH AT STATION OUTF LO PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97.HR \~ . Ii . \'? RUNOFF SUMMARY fLOY IN CUBIC fEET PER SECOND . TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME Of AVERAGE fLOY fOR MAXIMUM PERIOD BASIN MAXIMUM TIME Of OPERATION STATION fLOY PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT INfLOY 56. .17 2. 1. 1. .04 ROUTED TO OUTfLO 25. .27 3. 2. 2. .04 275.99 .27 *** NORMAL END OF HEC-1 *** . . \A... Ilf(d..:.~ "'!,sp . . . -= ----- ~ - --~.,. -=~- it,AJ ~ Ef; ---~- =- ~- ..-- o T1 LINE D-D/E-E IN PAUBA ROAD T2 PER AD 159 PLAN/PROFILE 13 5/16/01 rev. 11/21/01 FPG FILE:RD-EWSP Q FILE = QRD-EWSP SO 994.621269.43 1 .013 1272.43 R 1007.151270.00 1 .013 JX 1013.281270.50 2 2 .013 3.2 1270.50 45. R 1038.761270.73 2 .013 R 1075.811271.142 .013 48. JX 1079.391271.18 4 3 .013 6.5 1273.68 90. R 1099.241272.00 4 .013 R 1106.431272.09 4 SH 4 CD 1 4 3.00 CD 2 4 2.50 CD 3 4 1.50 CD 4 4 1.75 ._.~ -", ~. ~. - ---Pag~'1 \~ . . . DATE: 11/21/2001 TIME: 8:48 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 CD 2 4 CD 3 4 CD 4 4 3.00 2.50 1.50 1.75 \(q . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE D-D/E-E IN PAUBA ROAD HEADING LINE NO 2 IS - PER AD 159 PLAN/PROFILE HEADING LINE NO 3 IS - 5/16/01 rev. 11/21/01 FPG FILE:RD-EWSP Q FILE = QRD-EWSP \~ . . . F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 994.62 1269.43 1 W S ELEV 1272.43 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 1007.151270.00 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1013.281270.50 2 2 0 0.013 3.2 0.0 1270.50 0.00 45.00 0.00 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 1038.761270.73 2 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT 1075.811271.14 2 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 48.00 0.00 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1079.391271.18 4 3 0 0.013 6.5 0.0 1273.68 0.00 90.00 0.00 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT 1099.241272.00 4 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT 1106.431272.09 4 0.014 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1106.431272.09 4 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EOUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC \'b LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 . WATER SURFACE PROFILE LISTING LINE D-D/E-E IN PAUBA ROAD PER AD 159 PLAN/PROFILE 5/16/01 rev. 11/21/01 FPG FILE:RD-E.WSP Q FILE = QRD-E.wSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ---***...._....._.********_....*.****._......*****..*******.****-._.....*.........._******.**.********.......****...**..... 994.62 1269.43 3.000 1272.430 34.7 4.91 0.374 1272.804 0.00 1.914 3.00 0.00 0.00 0 0.00 0.00 0.04549 .002686 0.00 1.010 0.00 994.62 1269.43 3.000 1272.430 34.7 4.91 0.374 1272.804 0.00 1.914 3.00 0.00 0.00 0 0.00 5.60 0.04549 .002516 0.01 1.010 0.00 1000.22 1269.68 2.721 1272.406 34.7 5.15 0.412 1272.818 0.00 1.914 3.00 0.00 0.00 0 0.00 1.50 0.04549 .002401 0.00 1.010 0.00 1001.72 1269.75 2.640 1272.393 34.7 5.27 0.431 1272.824 0.00 1.914 3.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1001.72 1269.75 1.360 1271.113 34.7 11.14 1.926 1273.039 0.00 1.914 3.00 0.00 0.00 0 0.00 1.80 0.04549 .014793 0.03 1.010 0.00 1003.52 1269.84 1.380 1271.215 34.7 10.92 1.852 1273.067 0.00 1.914 3.00 0.00 0.00 0 0.00 . 3.63 0.04549 .013537 0.05 1.010 0.00 1007.15 1270.00 1.433 1271.433 34.7 10.41 1.684 1273.117 0.00 1.914 3.00 0.00 0.00 0 0.00 JUNCT STR 0.08157 .011149 0.07 0.00 1013.28 1270.50 1.665 1272.165 31.5 9.07 1.277 1273.442 0.00 1.912 2.50 0.00 0.00 0 0.00 25.48 0.00903 .009844 0.25 1.703 0.00 1038.76 1270.73 1.639 1272.369 31.5 9.24 1.325 1273.694 0.00 1.912 2.50 0.00 0.00 0 0.00 11.48 0.01107 .009934 0.11 1.584 0.00 1050.24 1270.86 1.654 1272.511 31.5 9.14 1.297 1273.808 0.00 1.912 2.50 0.00 0.00 0 0.00 25.57 0.01107 .009265 0.24 1.584 0.00 1075.81 1271.14 1.726 1272.866 31.5 8.71 1.179 1274.045 0.00 1.912 2.50 0.00 0.00 0 0.00 JUNCT STR 0.01117 .017915 0.06 0.00 . \0.. LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 . WATER SURFACE PROFILE LISTING LINE D-D/E-E IN PAUBA ROAD PERAD 159 PLANIPROFILE 5/16/01 rev. 11/21/01 FPG FILE:RD-E.WSP Q FILE = QRD-E.wSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ..****************........_._.,,*******-..._***......****....******************************-*******",,********-*--************ 1079.39 1271.18 1.373 1272.553 25.0 12.35 2.369 1274.922 0.00 1.680 1.75 0.00 0.00 0 0.00 3.42 0.04131 .026662 0.09 1.160 0.00 1082.81 1271.32 1.395 1272.716 25.0 12.16 2.296 1275.012 0.00 1.680 1.75 0.00 0.00 0 0.00 8.28 0.04131 .025043 0.21 1.160 0.00 1091.09 1271.66 1.469 1273.132 25.0 11.59 2.086 1275.218 0.00 1.680 1.75 0.00 0.00 0 0.00 5.49 0.04131 .022998 0.13 1.160 0.00 1096.58 1271.89 1.558 1273.448 25.0 11.05 1.897 1275.345 0.00 1.680 1.75 0.00 0.00 0 0.00 2.66 0.04131 .021909 0.06 1.160 0.00 1099.24 1272.00 1.680 1273.680 25.0 10.54 1.723 1275.403 0.00 1.680 1.75 0.00 0.00 0 0.00 1.69 0.01252 .026720 0.05 1.750 0.00 . 1100.93 1272.02 1.750 1273.771 25.0 10.40 1.678 1275.449 0.00 1.680 1.75 0.00 0.00 0 0.00 5.50 0.01252 .028579 0.16 1.750 0.00 1106.43 1272.09 1.840 1273.930 25.0 10.40 1.678 1275.608 0.00 1.680 1.75 0.00 0.00 0 0.00 . v:> IrGbasin.w~Jl -. . . . -~-- - ~g~-LI ~~~ Lt'rJ IS. t' '\SSe o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 EXISTIING LINE "G" CROSSING BUTTERFIELD STAGE + CONNECTION TO TR 24188-1 13 File: GBASINWSP 6/08/01 rev. 11/20101 added manhole SO 942.001219.17 1 .013 1221.05 R 1012.351226.16 1 .013 34. R 1017.011226.52 1 .013 1 R 1079.861229.22 1 .013 R 1084.661229.37 1 .013 1 R 1124.341230.05 1 .013 45. SH 1 CD 1 4 4.0 S"f;"''1I''A,) I () {} '+.~t.;:; 1+4?..1f 0 f IZ<J/r-b.. S &i /i<.:?,-, , ~\ . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - EXISTIING LINE "G" CROSSING BUTTERFIELD STAGE + CONNECTION TO TR 24188-1 HEADING LINE NO 3 IS - File: GBASIN.wSP 6/08/01 rev. 11/20/01 added manhole . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 942.001219.17 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 1012.351226.16 1 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT 1017.011226.52 1 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 1079.861229.22 1 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT 1084.66 1229.37 1 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT 1124.34 1230.05 1 0.013 W S ELEV 1221.05 N RADIUS ANGLE ANG PT MAN H 0.00 34.00 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 1 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 45.00 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1124.341230.05 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 HDWKDS, W.S.ELEV = INV + DC ~'V-. . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 EXISTIING LINE "G" CROSSING BUTTERFIELD STAGE + CONNECTION TO TR 24188-1 File: GBASIN.wSP 6/08/01 rev. 11/20/01 added manhole 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 OIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR -***-***********-********-********-***************-************"'*--***********-********----**** 942.00 1219.17 1.091 1220.261 62.0 22.33 7.740 1228.001 0.00 2.374 4.00 0.00 0.00 0 0.00 12.07 0.09936 .067832 0.82 1.000 0.00 954.07 1220.37 1.112 1221.482 62.0 21.73 7.333 1228.815 0.00 2.374 4.00 0.00 0.00 0 0.00 16.48 0.09936 .061196 1.01 1.000 0.00 970.55 1222.01 1.150 1223.157 62.0 20.72 . 6.668 1229.825 0.00 2.374 4.00 0.00 0.00 0 0.00 12.35 0.09936 .053563 0.66 1.000 0.00 982.90 1223.23 1.191 1224.424 62.0 19.76 6.062 1230.486 0.00 2.374 4.00 0.00 0.00 0 0.00 9.72 0.09936 .046897 0.46 1.000 0.00 992.62 1224.20 1.232 1225.432 62.0 18.84 5.511 1230.943 0.00 2.374 4.00 0.00 0.00 0 0.00 7.86 0.09936 .041052 0.32 1.000 0.00 . 1000.48 1224.98 1.275 1226.255 62.0 17.96 5.009 1231.264 0.00 2.374 4.00 0.00 0.00 0 0.00 6.47 0.09936 .035952 0.23 1.000 0.00 1006.95 1225.62 1.320 1226.943 62.0 17.13 4.555 1231.498 0.00 2.374 4.00 0.00 0.00 0 0.00 5.40 0.09936 .031505 0.17 1.000 0.00 1012.35 1226.16 1.368 1227.528 62.0 16.33 4.140 1231.668 0.00 2.374 4.00 0.00 0.00 0 0.00 4.66 0.07725 .028169 0.13 1.065 0.00 1017.01 1226.52 1.401 1227.921 62.0 15.81 3.880 1231.801 0.00 2.374 4.00 0.00 0.00 0 0.00 12.51 0.04296 .025696 0.32 1.240 0.00 1029.52 1227.06 1 .435 1228.492 62.0 15.28 3.626 1232.118 0.00 2.374 4.00 0.00 0.00 0 0.00 13.90 0.04296 .022984 0.32 1.240 0.00 1043.42 1227.65 1.487 1229.141 62.0 14.57 3.297 1232.438 0.00 2.374 4.00 0.00 0.00 0 0.00 10.82 0.04296 .020157 0.22 1.240 0.00 . 'Z:~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 EXISTIING LINE "G" CROSSING BUTTERFIELD STAGE + CONNECTION TO TR 24188-1 File: GBASINWSP 6/08/01 rev. 11/20/01 added manhole STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR *******.._**._*******.....---*--**._***.******'"*'******---**---***.*************-**...*****...**_. 1054.24 1228.12 1.540 1229.659 62.0 13.89 2.997 1232.656 0.00 2.374 4.00 0.00 0.00 0 0.00 8.56 0.04296 .017682 0.15 1.240 0.00 1062.80 1228.49 1.596 1230.083 62.0 13.25 2.724 1232.807 0.00 2.374 4.00 0.00 0.00 0 0.00 6.91 0.04296 .015519 0.11 1.240 0.00 1069.71 1228.78 1.654 1230.438 62.0 12.63 2.477 1232.915 0.00 2.374 4.00 0.00 0.00 0 0.00 5.60 0.04296 .013626 0.08 1.240 0.00 1075.31 1229.02 1.715 1230.739 62.0 12.04 2.251 1232.990 0.00 2.374 4.00 0.00 0.00 0 0.00 4.55 0.04296 .011971 0.05 1.240 0.00 1079.86 1229.22 1.779 1230.999 62.0 11.48 2.047 1233.046 0.00 2.374 4.00 0.00 0.00 0 0.00 4.80 0.03125 .010648 0.05 1.346 0.00 . 1084.66 1229.37 1.832 1231.202 62.0 11.05 1.896 1233.098 0.00 2.374 4.00 0.00 0.00 0 0.00 11.41 0.01714 .009590 0.11 1.581 0.00 1096.07 1229.57 1.887 1231.453 62.0 10.63 1.753 1233.206 0.00 2.374 4.00 0.00 0.00 0 0.00 10.16 0.01714 .008539 0.09 1.581 0.00 1106.23 1229.74 1.959 1231.699 62.0 10.13 1.594 1233.293 0.00 2.374 4.00 0.00 0.00 0 0.00 7.37 0.01714 .007517 0.06 1.581 0.00 1113.60 1229.87 2.033 1231.899 62.0 9.66 1.449 1233.348 0.00 2.374 4.00 0.00 0.00 0 0.00 5.02 0.01714 .006621 0.03 1.581 0.00 1118.621229.95 2.112 1232.064 62.0 9.21 1.317 1233.381 0.00 2.374 4.00 0.00 0.00 0 0.00 3.34 0.01714 .005839 0.02 1.581 0.00 1121.96 1230.01 2.194 1232.203 62.0 8.78 1.198 1233.401 0.00 2.374 4.00 0.00 0.00 0 0.00 1.82 0.01714 .005153 0.01 1.581 0.00 . z.~ . . . LICENSEE: R.B.F. & ASSOC. - SAN OIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 EXISTIING LINE "G" CROSSING BUTTERFIELD STAGE + CONNECTION TO TR 24188-1 File: GBASIN.wSP 6/08/01 rev. 11/20/01 added manhole STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DIA ID NO. ZR PIER SF AVE HF NORM DEPTH *-**-*^ *****"""*******-"**----******--**************---*****--*******-*-********* 1123.78 1230.04 2.281 1232.321 62.0 8.37 1.089 1233.410 0.00 2.374 4.00 0.00 0.00 0 0.00 0.56 0.01714 .004550 0.00 1.581 0.00 1124.34 1230.05 2.374 1232.424 62.0 7.98 0.989 1233.413 0.00 2.374 4.00 0.00 0.00 0 0.00 p 111200.wsP . . . ]),,~ ~/-Iltf f:- Pi p..e- o (v4TLf? QtJAc../r1 ~SIAJ <:!? PA-f?-1GV/fj T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 LINE D (976.47 TO 1000.00) & LINE E (1000.00 TO 1146.66) T3 FILE:1200WSP 7/1 0/01 REV. 11/14/01 START WSEL PER TR 24188-1 PLANS IN APPENDIX C SO 976.471211.34 1 .013 1214.30 JX 980.471211.47 1 4 .013 9.3 1214.47 R 1000.001211.80 1 .013 JX 1006.781212.05 1 1 .013 31.6 R 1052.141212.30 1 .013 R 1076.001212.76 1 .013 JX 1077.001212.76 1 1 .013 9.5 R 1107.021213.28 1 .013 R 1110.501213.36 1 .013 R 1146.661213.75 1 .013 SH 1 CD 1 4 CD 44 1212.05 1215.76 3.0 1.5 90. 45. 90. 45. 1 ~/;;IE It? k {?; /I rlJvckL.F.;. ~ge1'1 1,(" . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - LINE 0 (976.47 TO 1000.00) & LINE E (1000.00 TO 1146.66) HEADING LINE NO 3 IS - FILE:1200.wSP 7/10101 REV. 11/14/01 START WSEL PER TR 24188-1 PLANS IN A 1--'\ . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 976.47 1211.34 1 W S ELEV 1214.30 ELEMENT NO 2 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 980.471211.47 1 4 0 0.013 9.3 0.0 1214.47 0.00 90.00 0.00 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT 1000.001211.80 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT -4 PHI3 PHI4 1006.781212.05 1 1 0 0.013 31.6 0.0 1212.05 0.00,45.00 0.00 ELEMENT NO 5 IS A REACH . U/S DATA STATION INVERT SECT 1052.141212.30 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT 1076.001212.76 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 7 IS A JUNCTION . U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1077.001212.76 1 1 0 0.013 9.5 0.0 1215.76 0.00 90.00 0.00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 8 IS A REACH . U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1107.021213.28 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1110.501213.36 1 0.013 0.00 0.00 45.00 1 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1146.661213.75 1 0.013 0.00 0.00 0.00 0 -z,f'b . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1146.66 1213.75 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 '},Io.... . . . LICENSEE: R.B.F. & ASSOC. _ SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 .LlNE 0 (976.47 TO 1000.00) & LINE E (1000.00 TO 1146.66) . FILE:1200.wSP 7/10/01 REV. 11/14/01 START WSEL PER TR 24188-1 PLANS IN A HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA 10 NO. PIER STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO Q SF AVE HF NORM DEPTH --...-************--*--*****----*--* 976.47 1211.34 2.960 1214.300 104.4 14.81 3.405 1217.705 0.00 2.911 JUNCT STR 0.03250 .021324 0.09 980.47 1211.47 4.088 1215.558 95.1 13.45 2.810 1218.368 0.00 2.874 19.53 0.01690 .020330 0.40 3.000 1000.00 1211.80 4.155 1215.955 95.1 13.45 2.810 1218.765 0.00 2.874 JUNCT STR 0.03687 .014697 0.10 1006.78 1212.05 6.681 1218.731 63.5 8.98 1.253 1219.984 0.00 2.562 45.36 0.00551 .009064 0.41 3.000 1052.14 1212.30 6.842 1219.142 63.5 8.98 1.253 1220.395 0.00 2.562 23.86 0.01928 .009064 0.22 1.823 1076.00 1212.76 6.598 1219.358 63.5 8.98 1.253 1220.611 0.00 2.562 JUNCT STR 0.00000 .007809 0.01 1077.00 1212.76 7.300 1220.060 54.0 7.64 0.906 1220.966 0.00 2.387 30.02 0.01732 .006555 0.20 1.700 1107.02 1213.28 6.976 1220.256 54.0 7.64 0.906 1221.162 0.00 2.387 3.48 0.02299 .006555 0.02 1.560 1110.501213.36 7.0991220.459 54.0 7.64 0.906 1221.365 0.00 2.387 36.16 0.01078 .006555 0.24 1.991 1146.66 1213.75 6.946 1220.696 54.0 7.64 0.906 1221.602 0.00 2.387 ZR ---**-***--- 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 y . . . Stage-Discharge Relationship 3 1225.9 1220.7 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= 7.1 FT^2 9.4 FT ORIFICE WEIR WSEL HEAD (FT) Q (CFS) HEAD (FT) Q (CFS) 1226.00 0 0.0 0.1 0.8 1227.00 0 0.0 1.1 27.8 1228.00 0 0.0 2.1 73.4 1228.20 0 0.0 2.3 84.2 1229.00 0 0.0 3.1 131.7 CONTROLLING Q(CFS) 0.8 27.8 73.4 84.2 131.7 NOTES: ORIFICE EQUATION APPLICABLE FOR DEPTH >1.2*DIA 335ROUT.wb3 11/14/01 "?\ RBF Consulting " **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 197B HYDROLOGY MANUAL (e) 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 ************************** . INFLOW PEAK . BASIN 200 * 100-YEAR ************************************************************************** FILE NAME: 2DDSD.DAT TIME/DATE OF STUDY: 15:41 11/13/2001 --------------------------------------------------------------------_.------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------.--------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = lB.OO SPECIFIED PERCENT OF GRADIENTS(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 lOO-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTEO RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCO HYOROLOGY MANUAL ncn-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCO HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 'USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW ANO STREET FLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSS FALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FTl (FT) SlOE / 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)*(Velocity) constraint = 0.0 eFT*Fi/S) 'SIZE PIPE WITH A fLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** .OW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 - --------------------.---------.-.--------------------------------.-------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM 16rcJ (\..~,( 04'" S j) 10 p,v)...w Z,;JO {)W )JJ{ <'.j-r!./i~J --- < I ' - . / _.' ./k -tVi'l1./ C)l."tr $v ~ ~ . . . "?~ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[(lENGTH"3)/(ElEVATION CHANGE)]'*.2 INITIAL SUBAREA FLOY-LENGTH = 120.00 UPSTREAM ELEVATION = 1295.64 eWNSTREAM ELEVATION = 1294.44 EVATION DIFFERENCE = 1.20 TC = 0.393'[( 120.00**3)/( 1.20)]*'.2 = 6.693 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.339 SINGLE-FAMILY(1/4 ACRE lOT) RUNOFF COEFFICIENT = .8582 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NOOE 203.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1293.94 OOWNSTREAM ELEVATION(FEET) = 1290.84 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 6.0 STREET HAlFWIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FAll GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFAll(DECIMAl) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALl(DECIMAL) = 0.020 .nnlngfs FRICTION fACTOR for Streetflow Sectlon(curb-to-curb) = nning's FRICTION FACTOR for Back~of-WaLk Flow Section = 0.0200 0.0150 I: **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FlOY DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 5.30 AVERAGE FLOY VElOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.23 STREET FLOW TRAVEL TIME(MIN.) = 3.18 Tc(MIN.) 100 YEAR RAINFAll INTENSITY(INCH/HOUR) = 3.505 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8494 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.60 TOTAL AREA(ACRES) = 1.80 3_14 9.87 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 4.76 5_51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HAlFSTREET FLOOD WIDTH(FEET) = 9.69 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY(FT*FT/SEC.) 1.65 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND l = 510.0 FT WITH ELEVATION-DROP = 3.1 FT, IS 4.0 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 203.00 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 630.00 FEET_ I' **************************************************************************** FlOY PROCESS FROM NODE 203.00 TO NODE 204.00 IS CDDE = 61 41111t-----.------------------------------------------------------------------ . .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== UPSTREAM ELEVATION(FEET) = 1290.84 DOWNSTREAM ELEVATION(FEET) = 1286.73 ~ ============================================================================ STREET LENGTH(FEET) = 840.63 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 _SIDE STREET CROSSFALL(DECIMAL) = 0.020 TSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 16.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 1.79 STREET FLOW TRAVEL TIME(MIN.) = 5.27 Tc(MIN.) = 15.14 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.770 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8378 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 2.92 TOTAL AREA(ACRES) = 4.72 8.90 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 6.78 12.28 . END OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.74 HALF STREET FLOOD WIDTH(FEET) = 20.77 FLOW VELOCITY(FEET/SEC.) = 2.68 DEPTH*VELOCITY(FT'FT/SEC.) = 1.99 'NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 840.6 FT WITH ELEVATION-DROP = 4.1 FT, IS 6.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 204.00 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 204.00 = 1470.63 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.14 RAINFALL INTENSITY(INCH/HR) = 2.77 TOTAL STREAM AREA(ACRES) = 4.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.28 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21 I j, II I , ! .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH"3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 136.00 UPSTREAM ELEVATION = 1293.04 ~WNSTREAM ELEVATION = 1291.68 ~LEVATION DIFFERENCE = 1.36 TC = 0.393'[( 136.00"3)/( 1.36)]'*.2 = 7.037 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.221 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8571 ~ SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.72 ~.*.******************************************************.************* ~OW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 61 --------------------------.-----------------------------------------_.------ <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== <<<<<(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1291.18 DOWNSTREAM ELEVATION(FEET) = 1286.73 STREET LENGTH(FEET) = 913.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CRDSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR tor Streetflow Section{curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-at-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .REET FLOW TRAVEL TIME(MIN.) = 6.59 00 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.30 TOTAL AREA(ACRES) = 1.50 2.44 5.02 2.31 1.01 Tc(MIN.) 2.936 = .8882 13.63 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 3.39 4.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 7.54 FLOW VELOCITY(FEET/SEC.) = 2.60 DEPTH*VELOCITY(FT*FT/SEC.) = 1.37 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 913.0 FT WITH ELEVATION-DROP = 4.5 FT, IS 3.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 207.00 LONGEST FLOWPATH FROM NODE 205.00 TO NODE 207.00 = 1049.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = ---------------------------------------------------------------------------- <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.63 RAINFALL INTENSITY(INCH/HR) = 2.94 TOTAL STREAM AREA(ACRES) = 1.50 ~AK fLOW RATE(CFS) AT CONFLUENCE = 4.11 ~************************************************************************ FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 21 ~ <<<<<RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 .ITIAL SUBAREA FLOW-LENGTH = 140.00 STREAM ELEVATION = 1303.37 DOWNSTREAM ELEVATION = 1301.97 ELEVATION OIFFERENCE = 1.40 TC = 0.393*[( 140.00**3)/( 1.40)J**.2 = 7.119 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.195 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8438 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NOOE 204.00 IS CODE = 61 ---------------------------------------------------------------------------- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<<(STANOARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1301.47 DOWNSTREAM ELEVATION(FEET) = 1286.73 STREET LENGTH(FEET) = 328.61 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = D.D80 .ECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 REET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Seetion(eurb.to-eurb) = 0.0150 Manning/s FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 3.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.89 STREET FLOW TRAVEL TIME(MIN.) = 0.95 Te(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.916 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8403 SOIL CLASSIFICATION IS nCn SUBAREA AREA(ACRES) = 1.50 TOTAL AREA(ACRES) = 1.75 3.35 8.07 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 4.94 5.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) 4.57 FLOW VELOCITY(FEET/SEC.) = 6.58 DEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 208.00 TO NOOE 204.00 = 468.61 2.64 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = .<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE --========================================================================== TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.07 ~ RAINFALL INTENSITY(INCH/HR) = 3.92 TOTAL STREAM AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.82 ~*********************************************************************** ~OW PROCESS FROM NODE 210.00 TO NOOE 207.00 IS COOE = 21 ------------------------.--------------------------------------------.------ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATIDN CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 328.39 UPSTREAM ELEVATION = 1300.22 DOWNSTREAM ELEVATION = 1286.73 ELEVATION OIFFERENCE = 13.49 TC = 0.303*[( 328.39**3)/( 13.49)]**.2 = 5.827 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.683 COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8898 SOIL CLASSIFICATION IS .C. SUBAREA RUNOFF(CFS) = 1.67 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.67 FLOW PROCESS FROM NODE ********************.******************************************************* 211.00 TO NODE 211.00 IS CODE = --.---------------------------------------------------.--------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .TAL NUMBER OF STREAMS = 4 NFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) 5.83 RAINFALL INTENSITY(INCH/HR) = 4.68 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.67 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 12.28 2 4.11 3 5.82 4 1.67 Tc (MIN.) 15.14 13.63 8.07 5.83 INTENSITY (INCH/HOUR) 2.770 2.936 3.916 4.683 AREA (ACRE) 4.72 1.50 1.75 0.40 *********************************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 4 STREAMS. ** PEAK STREAM .BER 1 2 3 4 FLOW RATE RUNOFF (CFS) 12.36 16.19 20.58 21.27 TABLE ** Tc (MIN. ) 5.83 8.07 13.63 15.14 INTENSITY (INCH/HOUR) 4.683 3.916 2.936 2.770 '7-;" COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.27 Tc(MIN.) = TOTAL AREA(ACRES) = 8.37 ~NGEST FLOWPATH FROM NODE 201.00 TO NOOE 15.14 211.00 = 1470.63 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 212.00 TO NOOE 213.00 IS COOE = 21 ......RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1325.50 OOWNSTREAM ELEVATION = 1323.27 ELEVATION DIFFERENCE = 2.23 TC = 0.393*[( 120.00**3)/( 2.23)]**.2 = 5.913 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.645 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8172 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NOOE 213.00 TO NOOE 214.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ....(STANDARO CURB SECTION USED) -===:;=================================================================== UPSTREAM ELEVATION(FEET) = 1322.87 DOWNSTREAM ELEVATION(FEET) = 1319.13 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb.to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk FLow Sectlen = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 4.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.21 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.054 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8421 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) 1.00 4111rAL AREA(ACRES) = 1.20 2.47 7.57 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 3.41 .4.17 END OF SUBAREA STREET FLOW,HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) 5.22 FLOW VELOCITY(FEET/SEC.) = 3.66 DEPTH*VELOCITY(FT*FT/SEC.) = 1.66 ojJ LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 1 .------------------------------------------------------------------------ ...DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.57 RAINFALL INTENSITY(INCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.17 **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21 etettRATIONAL METHOD INITIAL SUBAREA ANAlYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATIDN CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1325.50 DOWNSTREAM ELEVATIDN = 1323.37 ELEVATION OIFFERENCE = 2.13 TC = 0.393*[( 130.00**3)/( 2.13)]**.2 6.261 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.501 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8471 ~IL CLASSIFICATION IS .C. ~BAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 214.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~""(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1322.87 OOWNSTREAM ELEVATION(FEET) = 1319.13 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.D STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.42 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 eHALFSTREET FLOOD WIDTH(FEET) = 3.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 1.18 Te(MIN.) = 7.45 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.092 ~ SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8083 SOIL CLASSIFICATION IS "8" SUBAREA AREACACRES) 1.00 SUBAREA RUNOFFCCFS) = TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) 4111t0 OF SUBAREA STREET FLOW HYORAULICS: OEPTHCFEET) = 0.43 HALFSTREET FLOOO WIDTH(FEET) 4.91 FLOW VELOCITYCFEET/SEC.) = 4.00 OEPTH*VELOCITYCFT*FT/SEC.) = LONGEST FLOWPATH FROM NOOE 215.00 TO NODE 214.00 = 380.00 3.31 4.07 1.72 FEET . **************************************************************************** FLOW PROCESS FROM NOOE 214.00 TO NOOE 214.00 IS CODE = .....DESIGNATE INOEPENOENT 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.) = 7.45 RAINFALL INTENSITYCINCH/HR) = 4.09 TOTAL STREAM AREACACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.07 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER C C FS) 1 4.17 2 4.07 Te CMIN.) 7.57 7.45 I NTENS ITY (INCH/HOUR) 4.054 4.092 AREA (ACRE) 1.20 1.20 ~******************************WARNING********************************** ~N THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO 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. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE STREAM RUNOFF NUMBER CCFS) 1 8.17 2 8.21 TABLE ** Te (MIN.) 7.45 7.57 INTENSITY (INCH/HOUR) 4.092 4.054 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.21 TeCMIN.) = 7.57 TOTAL AREACACRES) = 2.40 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 440.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 214.00 TO NODE 217.00 IS CODE = 61 --------------------~~._~---------------~~--~-----------------------------.. .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USED) .-========================================================================= STREAM ELEVATION(FEET) = 1319.13 DOWNSTREAM ELEVATIONCFEETJ = 1297.23 STREET LENGTHCFEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEETJ = 33.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 20.00 b,.() INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~REET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~nning's FRICTION FACTOR for Streetflow Sect;on(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-at-Walk Flow Section 0.0200 "TRAVEL TIME COMPUTEO USING ESTIMATED FLOW(CFS) STREETFlOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET)= 0.46 HALFSTREET FLOOD WIDTH(FEET) = 5.35 . AVERAGE FLOW VELOCITY(FEET/SEC.) 7.56 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 3.51 STREET FLOW TRAVEL TIMECMIN.) = 0.99 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.789 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8877 SOIL CLASSIFICATION IS "CN SUBAREA AREA(ACRES) 0.50 TOTAL AREACACRES) = 2.90 9.05 B.56 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 1.68 9.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTHCFEET) 5.53 FLOW VELOCITY(FEET/SEC.) = 7.76 OEPTH'VELOCITY(FT'FT/SEC.) = 3.71 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 217.00 = 890.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 10 ....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ========================================================================= **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 219.09 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[CLENGTH"3)/(ELEVATION CHANGE)]*'.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1344.70 DOWNSTREAM ELEVATION = 1342.58 ELEVATION DIFFERENCE = 2.12 TC = 0.393'[( 120.00'*3)/( 2.12)]".2 = 5.973 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.619 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8168 SOIL CLASSIFICATION IS "8" SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.94 **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 61 ~"'COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~"'(STANOARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1342.08 DOWNSTREAM ELEVATIONCFEET) = 1303.02 STREET LENGTHCFEET) = 1400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 ~ DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ~TSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning'S FRICTION FACTOR tor Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-at-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 6.31 AVERAGE FLOW VELOCITY(FEET/SEC.) 6.08 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 3.09 STREET FLOW TRAVEL TIME(MIN.) = 3.84 Te(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.517 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8345 SOIL CLASSIFICATION IS ne" SUBAREA AREA(ACRES) = 5.30 TOTAL AREA(ACRES) = 5.55 8.78 9.81 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 15.55 16.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOO WIDTH(FEET) = 13.59 FLOW VELOCITY(FEET/SEC.) = 6.34 DEPTH*VELOCITY(FT*FT/SEC.) 3.96 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1400.0 FT WITH ELEVATION-DROP = 39.1 FT, IS 12.3 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 220.00 4111rNGEST FLOWPATH FROM NODE 21B.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = --------------~----------------~-----------------------_.--------------_...- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.81 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 5.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.50 **************************************************************************** FLOW PROCESS FROM NODE 221. 00 TO NODE 222.00 IS CODE = 21 ~~~~~-------_.._~~~~~~-------~~~--------~~~~--~~~------~~---~~~~~-~----~~~~~ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1344.70 DOWNSTREAM ELEVATION = 1342.65 .LEVATION DIFFERENCE = 2.05 C = 0.393*[( 120.00**3)/( 2.05)]**.2 6.013 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.602 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8166 SOIL CLASSIFICATION IS #BO SUBAREA RUNOFF(CFS) = 0.94 t>.:v TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.94 **************************************************************************** ~~-~~~~=~~-~~~-~~~=----===:~~-~~-~~~=----==~:~~-~~-~~=-~--~~---------- ~"'COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====== .....CSTANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1342.15 DOWNSTREAM ELEVATIONCFEET) = 1303.02 STREET LENGTHCFEET) = 1400.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow SectionCcurb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.50 HALFSTREET FLooO WIDTHCFEET) = 5.78 AVERAGE FLOW VELOCITYCFEET/SEC.) 5.99 PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC.) = 2.99 STREET FLOW TRAVEL TIMECMIN.) = 3.89 TcCMIN.) = 9.91 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.498 .NGLE'FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8342 IL CLASSIFICATION IS "C" SUBAREA AREACACRES) = 5.00 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 5.25 PEAK FLOW RATECCFS) = 8.30 14.59 15.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.61 HALFSTREET FLOOD WIDTHCFEET) = 12.87 FLOW VELOCITYCFEET/SEC.) = 6.34 DEPTH"VELOCITYCFT"FT/SEC.) 3.89 "NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1400.0 FT WITH ELEVATION-DROP = 39.1 FT, IS 11.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 220.00 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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 CONCENTRATIONCMIN.) = 9.91 RAINFALL INTENSITYCINCH/HR) = 3.50 TOTAL STREAM AREACACRES) = 5.25 PEAK FLOW RATE(CFS) AT CONFLUENCE 15.53 ~ CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 16.50 2 15.53 Tc CMIN.) 9.81 9.91 INTENSITY CINCH/HOUR) 3.517 3.498 AREA CACRE) 5.55 5.25 ~ ...*****....*********************WARNI NG*****.**************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA eLL 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 ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 31.88 9.81 3.517 2 31.94 9.91 3.498 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.88 Te(MIN.) = 9.81 TOTAL AREA(ACRES) = 10.80 LONGEST FLOWPATH FROM NOOE 218.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.81 RAIN INTENSITY(INCH/HOUR) = 3.52 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 8.98 4IIIl************************************************************************ FLOW PROCESS FROM NODE 220.00 TO NODE 217.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA .. STREAM RUNOFF Te INTENSITY AREA NUM8ER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 8.98 9.81 3.517 0.01 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 217.00 = 1520.DO FEET. ** MEMORY 8ANK' # 2 CONFLUENCE DATA .. STREAM RUNOFF Te INTENSITY AREA NUM8ER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 9.89 8.56 3.789 2.90 LONGEST FLOWPATH FROM NOOE 212.00 TO NODE 217.00 = 890.00 FEET. *********************************~ARNING********************************** 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. ************************************************************************** ** PEAK FLOW RATE TABLE ** .REAM RUNOFF Te INTENSITY NUM8ER (CFS) (MIN. ) (I NCH/HOUR) 1 17.73 8.56 3.789 2 18.16 9.81 3.517 '*' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 17.73 TcCMIN.) = 8.56 TOTAL AREACACRES) = 2.91 ~********************************************************************** ~W PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 7 -----------------------_.-----~------~-------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 9.81 RAIN INTENSITYCINCH/HOUR) = 3.52 TOTAL AREACACRES) = 10.80 TOTAL RUNOFF(CFS) = 22.90 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 2110.00 IS CODE = 41 ---------------------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SU8AREA .....USING USER-SPECIFIED PIPESI2E CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1296.52 DOWNSTREAMCFEET) FLOW LENGTHCFEET) = 108.64 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 17.74 GIVEN PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 22.90 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE = 1288.57 0.10 TcCMIN.) = 218.00 TO NODE 9.91 2110.00 = 1628.64 FEET. **************************************************************************** .w PROCESS FROM NODE 2110.00 TO NODE 2110.00 IS CODE = 1 ~---------------~-----------~-----~---------_.--_.~----------------~~---- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.91 RAINFALL INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 10.80 PEAK FLOW RATECCFS) AT CONFLUENCE = 22.90 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 7 ----~-_.-~---------------------------~~-----~-----~------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.56 RAIN INTENSITY(INCH/HOUR) = 3.79 TOTAL AREA(ACRES) = 2.91 TOTAL RUNOFF(CFS) = 13.20 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 2110.00 IS CODE = 41 -----_.~----------~-~-----~-----------~---~~~--------~---------------.------ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ~~~~~USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) 4IIIIl:::;;~:=~:;:~=::;;::::;;::;:=:==;;;:~;:==~~:;;::::;;::;:=:==;;;:~~;==== FLOW LENGTH(FEET) = 93.61 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 7.47 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES p6 PIPE-FLOW(CFS) = 13.20 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NOOE 0.21 Te(MIN.) = 221.00 TO NODE 8.77 2110.00 = 1613.61 FEET. ~********************************************************************** FLOW PROCESS FROM NODE 2110.00 TO NODE 2110.00 IS COOE = 1 -----~------------------~-------~------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8.77 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.20 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 22.90 2 13.20 Te (MIN.) 9.91 8.77 INTENSITY (INCH/HOUR) 3.497 3.741 AREA (ACRE) 10.80 2.91 *********************************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. ************************************************************************** ~NFALL INTENSITY AND TIME OF CONCENTRATION ~NFLUENCE FORMULA USED FOR 2 STREAMS. RATIO ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 33.46 8.77 3.741 2 35.24 9.91 3.497 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 35.24 TeCMIN.) = 9.91 TOTAL AREACACRES) = 13.71 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 2110.00 = 1628.64 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 2110.00 TO NODE 2111.00 IS CODE = 41 ----------~-------~_._---------------------------_.--------------_.--------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== eeeeeUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1288.07 DOWNSTREAM(FEET) = 1275.60 FLOW LENGTH(FEET) = 386.07 MANNING'S N = 0.013 OEPTH OF FLOW IN 30.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.57 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES .PE-FLOWCCFS) = 35.24 PE TRAVEL TIME(MIN.) = 0.44 Te(MIN.) = 10.35 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 2111.00 = 2014.71 FEET. FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 7 ~ **************************************************************************** tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: eM1N) = 15.14 RAIN INTENSITYCINCH/HOUR) = 2.77 TAL AREACACRES) = 4.20 TOTAL RUNOFF(CFS) = 10.60 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 207.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA=====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1281.50 DOWNSTREAMCFEET) FLOW LENGTH(FEET) = 41.35 MANNING'S N = 0.015 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 5.66 GIVEN PIPE DIAMETER(INCH) = 24.00 NUM8ER OF PIPES = PIPE-FLOW(CFS) = 10.60 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 12Bl.18 0.12 Tc(MIN.) = 15.26 218.00 TO NODE 207.00 = 2056.06 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: .ME Of CONCENTRATIONCMIN.) = 15.26 INFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 4.20 PEAK fLOW RATE(CFS) AT CONfLUENCE = 10.60 **************************************************************************** fLOW PROCESS fROM NODE 207.00 TO NODE 207.00 IS CODE = 7 .....USER SPECIfIED HYDROLOGY INfORMATION AT NODE=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIfIED VALUES ARE AS fOLLOWS: TC(MIN) = 15.14 RAIN INTENSITY(INCH/HOUR) = 2.77 TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFF(CfS) = 10.60 **************************************************************************** fLOW PROCESS fROM NODE 207.00 TO NODE 207.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM fOR CONFLUENCE=====: .....AND COMPUTE VARIOUS CDNfLUENCED STREAM VALUES=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTRATIONCMIN.) = 15.14 RAINfALL INTENSITY(INCH/HR) = 2.77 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4IIIt CONfLUENCE DATA *- STREAM RUNOff NUMBER CCfS) 1 10.60 10.60 Tc (MIN.) 15.26 INTENSITY (INCH/HOUR) 2.759 AREA (ACRE) 4.20 ~ 2 10.60 15.14 2.771 4.20 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~ THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~LL 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 CCFS) 21.12 21.15 TABLE ** Te CMIN.) 15.14 15.26 INTENSITY (INCH/HOUR) 2.771 2.759 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.15 Te(MIN.) = 15.26 TOTAL AREA(ACRES) = B.40 LONGEST FLOWPATH FROM NODE 218.00 TO NOOE 207.00 = 2056.06 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 2112.00 IS CODE = 41 --------------------------------..--------.--------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1280.68 DDWNSTREAMCFEET) .OW LENGTHCFEET) = 37.69 MANNING'S N = 0.013 PTH OF FlOY IN 24.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.68 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 21.15 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1275.60 0.03 TeCMIN.) = 218.00 TO NODE 15.29 2112.00 = 2093.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = ----------~~-----------------------------------------------------------_.--- .~..~OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 15.29 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.15 **************************************************************************** FLOW PROCESS FROM NODE 2111.00 TO NODE 2111.00 IS COOE = 7 ---------------------------------------------------------------------------- ..~~.USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~SER-SPECIFIED VALUES ARE AS FOllOWS: ~CMIN) = 10.30 RAIN INTENSITYCINCH/HOUR) = 3.42 TOTAL AREA(ACRES) = 13.71 TOTAL RUNOFFCCFS) = 35.25 **************************************************************************** ~ FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .- AL NUMBER OF STREAMS = 2 FLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.30 RAINFALL INTENSITY(INCH/HR) = 3.42 TOTAL STREAM AREA(ACRES) = 13.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.25 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 21.15 2 35.25 Tc (MIN. ) 15.29 10.30 INTENSITY (INCH/HOUR) 2.756 3.424 AREA (ACRE) 8.40 13.71 *********************************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 ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) .~ 49.50 10.30 3.424 49.52 15.29 2.756 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.50 Tc(MIN.) = 10.30 TOTAL AREA(ACRES) = 22.11 LONGEST FLOWPATH FROM NODE 21B.00 TO NODE 2112.00 = 2093.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2112.00 TO NODE 223.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.30 RAINFALL INTENSITY(INCH/HR) = 3.42 TOTAL STREAM AREA(ACRES) = 22.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.50 **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 225.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM _ DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER ~ = K*[(LENGTH**3)/(ELEVATION CHANGEl]**.2 INITIAL SUBAREA FLOW-LENGTH = 270.00 UPSTREAM ELEVATION = 1310.00 DOWNSTREAM ELEVATION = 1288.00 ~ ELEVATION DIFFERENCE = 22.00 TC = 0.709*[( 270.00**3)/( 22.00)]**.2 = 10.996 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.303 ~OIL CLASSIFICATION IS HB" BAREA RUNOFF(CFS) = 1.35 OTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.35 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 223.00 IS CODE = 52 --~--------------_._------------------------------------------------_.------ .....COMPUTE NATURAL VALLEY CHANNEL FLOW .....TRAVELTIME THRU SUBAREA===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1288.00 OOWNSTREAM(FEET) 1271.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0283 CHANNEL FLOW THRU SUBAREA(CFS) = 1.35 FLOW VELOCITY(FEET/SEC) = 2.68 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.74 Tc(MIN.) = 14.73 LONGEST FLOWPATH FROM NODE 224.00 TO NODE 223.00 = 870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 223.00 IS CODE = 81 ---------------------------------------------------------------------------- .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.813 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7772 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = 3.10 ~TAL AREA(ACRES) = 3.70 ~C(MIN) = 14.73 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 6.78 8.13 *******************************************************...******..******..** FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 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.) = 14.73 RAINFALL INTENSITY(INCH/HR) = 2.81 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.13 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 49.50 8.13 Tc (MIN.) 10.30 14.73 INTENSITY (INCH/HOUR) 3.424 2.813 AREA (ACRE) 22.11 3.70 *****.*****....*.************.***WARNI NG*******************.************** IN THIS COMPUTER PRDGRAM, THE CONFLUENCE VALUE USED IS BASED ON 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 AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. P;P ** PEAK STREAM NUMBER 1 .2 FLOW RATE TABLE ** RUNOFF Te CCFS) CMIN.) 55.1B 10.30 48.79 14.73 INTENSITY (INCH/HOUR) 3.424 2.813 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) . 55.18 TeCMIN.) = 10.30 TOTAL AREACACRES) . 25.81 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 223.00' 2093.75 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREACACRES) PEAK FLOW RATECCFS) 25.81 TC(MIN.)' 55.18 10.30 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF .RAT IONAL METHOD ANALYSIS . . 0" **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT CRCFC&WCD) 1978 HYDROLOGY MANUAL (c) copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A ReLease Date: 01/01/2000 License 10 1264 AnaLysis prepared by: Ref & Associates 14725 ALton Parkway Irv;ne, CA 92618 ************************** DESCRIPTION Of STUDY ************************** * REVISED HYDRO BASIN 200 * , * ************************************************************************** FILE NAME: Rl00L200.DAT TIME/DATE OF STUDY: 15:08 11/13/2001 ----~----------------------_.----------------~------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENTCYEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 ~ECJFIED PERCENT OF GRADIENTSCDECIMAL) TO USE FOR FRICTION SLOPE = 0.95 ~-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITYCINCH/HOURI = 0.880 100-YEAR STORM .IO-MINUTE INTENSlTY(lNCH/HOURI = 3.480 IOO-YEAR STORM 60-MINUTE INTENSITY(INCH/HOURI = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITYCINCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCOROING TO RCFC&WCO HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOY MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT./PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. CFT) (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. (Oepth)*(Velocity) Constraint = 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.' .************************************************************************* FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 -------------------------------------------------------------.-------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM i / '< \-'~A " "I, L r ~A,,1j J ,. \1 /",... // ii " J (~) if (~') /lri , , c' .., ! PI, J" VC/,I ,I,Ll', /"" r"';/~ * * I)'V DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLaY-LENGTH = 120.00 ~REAM ELEVATION = 1295.64 ~TREAM ELEVATION = 1294.44 ELEVATION DIFFERENCE = 1.20 TC = 0.393*[( 120.00**3)/( 1.20)]**.2 = 6.693 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.339 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8582 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLaY PROCESS FROM NODE 202.00 TO NOOE 203.00 IS CODE = 61 ---.------------------------------------.----------------------------------- 44tttCOMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA .....(STANOARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1293.94 DOWNSTREAM ELEVATION(FEET) = 1290.84 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(OECIMAL) = O.OBO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~REET PARKWAY CROSSFALL(DECIMAl) = 0.020 ing's FRICTION FACTOR for Streetftow Section(curb-to-curb) = nning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 5.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PROOUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 1.23 STREET FLOW TRAVEL TIME(MIN.) = 3.18 Te(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.505 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8494 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.60 TOTAL AREA(ACRES) = 1.80 3.14 9.87 SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) = 4.76 5.51 END OF SUBAREA STREET FLaY HYORAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 9.69 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY(FT*FT/SEC.) 1.65 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 510.0 FT WITH ELEVATION-DROP = 3.1 FT, IS 4.0 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 203.00 lONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 630.00 FEET. **************************************************************************** .w PROCESS FROM NODE 203.00 TO NOOE 204.00 IS CODE = 61 ------------------------------------------------------------------------ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== UPSTREAM ELEVATION(FEETJ = 1290.84 DOWNSTREAM ELEVATION(FEET) = 1286.73 617 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET LENGTH(FEET) = 840.63 CURB HEIGHTCINCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 .....TANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) 'lll'IOE STREET CROSSFALLCDEClMAL) = D.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 = 18.00 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sect;on(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-ot-Walk FLow Section = 0.0200 **TRAVEl TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTHCFEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 16.66 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.66 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.79 STREET FLOW TRAVEL TIMECMIN.) = 5.27 Tc(MIN.) = 15.14 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.770 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8378 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 2.92 . TOTAL AREACACRES) = 4.72 8.90 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) 6.78 12.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIOTH(FEET) = 20.77 FLOW VELOCITY(FEET/SEC.) = 2.68 DEPTH*VELOCITYCFT*FT/SEC.) = 1.99 *NOTE: INITIAL SU8AREA NOMOGRAPH WITH SUBAREA PARAMETERS, . AND L = 840.6 FT WITH ELEVATION-DROP = 4.1 FT, IS 6.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 204.00 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 204.00 = 1470.63 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 2D4.00 IS CODE = --------------------------------------------------------------_.--------_.-- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FDR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 15.14 RAINFALL INTENSITY(INCH/HR) = 2.77 TOTAL STREAM AREACACRES) = 4.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.28 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21 -----_.._-----~_._-----~--------------------------~------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS:===: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 136.00 .STREAM ELEVATION = 1293.04 WNSTREAM ELEVATION = 1291_68 ELEVATION DIFFERENCE = 1.36 TC = 0.393*[( 136.00**3)/C 1.36)]**.2 = 7.037 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.221 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8571 r~ ~ SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFFCCfS) = 0.72 ~***********************************************~*********************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 61 -~---------------------------------------_.------_.------------------------- .....COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA .....CSTANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCfEET) = 1291.1B DOWNSTREAM ELEVATIONCFEET) = 12B6.73 STREET LENGTHCfEET) = 913.00 CURB HEIGHT(INCHES) = 6.0 STREET HALfWIDTHCfEET) = 30.00 DISTANCE fROM CROWN TO CROSS fALL GRAOEBREAKCfEET) = 1B.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSfALLCDECIMAL) = O.OBO SPECIfIEO NUMBER Of HALf STREETS CARRYING RUNOff = 1 STREET PARKWAY CROSSfALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED fLOWCCfS) = STREETfLOW MODEL RESULTS USING ESTIMATEO fLOW: STREET fLOW OEPTH(fEET) = 0.44 HALf STREET fLOOD WIOTH(fEET) = 5.02 AVERAGE fLOW VELOCITY(fEET/SEC.) = 2.31 .PRODUCT Of OEPTH&VELOCITY(fT*FT/SEC.) = 1.01 REET fLOW TRAVEL TIMECMIN.) = 6.59 TcCMIN.) = 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 2.936 COMMERCIAL DEVELOPMENT RUNOFF COEffICIENT = .BBB2 SOIL CLASSIfICATION IS "0" SUBAREA AREA(ACRES) 1.30 TOTAL AREACACRES) = 1.50 2.44 13.63 SUBAREA RUNOFF(CfS) PEAK fLOW RATE(CfS) = 3.39 4. " END Of SUBAREA STREET fLOW HYORAULICS: DEPTHCfEET) = 0.53 HALf STREET fLODD WIDTH(fEET) = 7.54 fLOW VELOCITYCFEET/SEC.) = 2.60 DEPTH*VELOCITYCFT*fT/SEC.) 1.37 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 913.0 fT YITH ELEVATION-OROP = 4.5 fT, IS 3.4 CfS, WHICH EXCEEDS THE TOP-Of-CURB STREET CAPACITY AT NODE 207.00 LONGEST FLOWPATH fROM NODE 205.00 TO NODE 207.00 = 1049.00 fEET. **************************************************************************** fLOW PROCESS fROM NODE 207.00 TO NODE 207.00 IS CODE = -----------------------------------.---------------.------------------------ .....DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 4 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTRATION(MIN.) = 13.63 RAINfALL INTENSITYCINCH/HR) = 2.94 TOTAL STREAM AREA(ACRES) = 1.50 4111fAK fLOW RATE(CfS) AT CONfLUENCE = 4.11 **************************************************************************** fLOW PROCESS fROM NODE 20B.00 TO NOOE 209.00 IS CODE = 21 ~ ------------------..-------------------------------------------------------- ettttRATIONAL METHOD INITIAL SUBAREA ANALYStS===== ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) . = K'[CLENGTH"3)/CELEVATION CHANGE)l**.2 ITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1303.37 DOWNSTREAM ELEVATION = 1301.97 ELEVATION DIFFERENCE = 1.40 TC = 0.393'[C 140.0D"3)/C 1.40)]**.2 = 7.119 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.195 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8438 SOIL CLASSIFICATION IS "CO SU8AREA RUNOFFCCFS) = 0.88 TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NOOE 209.00 TO NODE 204.00 IS CODE = 61 --------------~-----------------_.------------------------------------------ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ttttt(STANDARO CURB SECTION USED)====: --------------------------------------------------------.-------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1301.47 DOWNSTREAM ELEVATIONCFEET) = 1286.73 STREET LENGTHCFEET) = 328.61 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 ~PECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back~of-WaLk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.33 HALFSTREET FLOOD WIDTHCFEET) = 3.64 AVERAGE FLOW VELOCITYCFEET/SEC.) 5.77 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.89 STREET FLOW TRAVEL TIMECMIN.) = 0.95 TcCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.916 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8403 SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) = 1.50 TOTAL AREACACRES) = 1.75 3.35 8.07 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 4.94 5.82 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.40 HALFSTREET FLOOD WIDTHCFEET) 4.57 FLOW VELOCITYCFEET/SEC.) = 6.58 OEPTH'VELOCITYCFT*FT/SEC.) = 2.64 LONGEST FLOWPATH FROM NODE 208.00 TO NODE 204.00 = 468.61 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 .------------------------------------------------------------------------- ....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) = 8.07 & RAINFALL INTENSITYCINCH/HR) = 3.92 TOTAL STREAM AREACACRES) = 1.75 PEAK FLOW RATECCFS) AT CONFLUENCE = 5.82 .JIIIt....................................................****************** FLOW PROCESS FROM NODE _4____________________________________________________-----------.----.----- 210.00 TO NODE 207.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 328.39 UPSTREAM ELEVATION = 1300.22 DOWNSTREAM ELEVATION = 1286.73 ELEVATION DIFFERENCE = 13.49 TC = 0.303*[C 32B.39**3)/C 13.49)]**.2 5.B27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.6B3 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .BB9B SOIL CLASSIFICATION 15 "Cn SUBAREA RUNOFF(CFS) 1.67 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFFCCFS) = 1.67 FLOW PROCESS FROM NODE **************************************************************************** 211.00 TO NOOE 211.00 IS CODE = ----------------.--------------------------.-------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ~::=::::::=~;=:;:::::=:==:============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATIONCMIN.) 5.83 RAINFALL INTENSITYCINCH/HR) = 4.6B TOTAL STREAM AREACACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.67 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 12.2B 2 4.11 3 5.82 4 1.67 Te CMIN.) 15.14 13.63 8.07 5.83 INTENSITY (INCH/HOUR) 2.770 2.936 3.916 4.683 AREA (ACRE) 4.72 1.50 1.75 0.40 *********************************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 4 STREAMS. ** PEAK .TREAM UM8ER 1 2 3 4 FlOIJ RATE RUNOFF CCFS) 12.36 16.19 20.58 21.27 TABLE W_ Te (MIN.) 5.83 8.07 13.63 15.14 INTENSITY (INCH/HOUR) 4.683 3.916 2.936 2.770 ..'\ ~ COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.27 Tc(MIN.) = 15.14 TOTAL AREA(ACRESJ = 8.37 ~GEST FLOWPATH FROM NODE 201.00 TO NODE 211.00 1470.63 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NOOE 213.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)l**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1325.50 DOWNSTREAM ELEVATION = 1323.27 ELEVATION DIFFERENCE = 2.23 TC = 0.393*[( 120.00**3)/( 2.23)]**.2 = 5.913 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.645 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8172 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ....(STANDARD CURB SECTION USED) ======================================================================== UPSTREAM ELEVATION(FEET) = 1322.87 DOWNSTREAM ELEVATION(FEET) = 1319.13 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflaw Section(curb-to-curb) 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 4.24 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.21 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.054 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B421 SOIL CLASSIFICATION IS DC" ~BAREA AREA(ACRES) = 1.00 'lll'TAL AREA(ACRES) = 1.20 2.47 7.~ SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.41 4.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) 5.22 FLOW VELOCITY(FEET/SEC.) = 3.66 DEPTH*VELOCITY(FT*FT/SEC.) 1.66 ~ LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 = 440.00 FEET. **************************************************************************** .w PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 1 ------------------.~--------------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.57 RAINFALL INTENSITY(INCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.17 **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1325.50 DOWNSTREAM ELEVATION = 1323.37 ELEVATION DIFFERENCE = 2.13 TC = 0.393*[( 130.00**3)/( 2.13)]**.2 = 6.261 100 YEAR RAINFALL INTENSITY(INCH/HDUR) = 4.501 ~INGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8471 ~[L CLASSIFICATION IS RCR SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 214.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1322.B7 DOWNSTREAM ELEVATION(FEET) = 1319.13 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning1s fRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Mannlng1s FRICTION FACTOR for Back-of-Walk flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.36 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) = PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.18 100 YEAR RAINFALL INTENSITYCINCH/HOUR) 2.42 3.99 3.52 1.25 TcCMIN.) = = 4.092 7.45 ~ SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8083 SOIL CLASSIFICATION IS "B" SU8AREA AREACACRES) = 1.00 SUBAREA RUNOFFCCFS) = 4IIIlTAL AREACACRES) = 1.20 PEAK FLOW RATECCfS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.43 HALFSTREET FLOOD WIDTHCfEET) 4.91 FLOW VELOCITYCfEET/SEC.) = 4.00 DEPTH*VELOCITYCFT*FT/SEC.) LONGEST FLOWPATH FROM NODE 215.00 TO NODE 214.00 = 380.00 3.31 4.07 1.72 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = --------------.-..----------..------------------------.--------------------- <<<<<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 CONCENTRATIONCMIN.) 7.45 RAINFALL INTENSITY(INCH/HR) = 4.09 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONfLUENCE = 4.07 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 4.17 2 4.07 Te CMIN.) 7.57 7.45 I NTENS!TY (INCH/HOUR) 4.054 4.092 AREA CACRE) 1.20 1.20 ~*******************************WARNING********************************** ~N 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 ** STREAM RUNOFF Te INTENSITY NUMBER (CfS) (MIN.) (I NCH/HOUR) 1 8.17 7.45 4.092 2 8.21 7.57 4.054 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = B.21 TeCMIN.) = 7.57 TOTAL AREACACRES) = 2.40 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NOOE 217.00 IS CODE = 61 --_._----------_.--------~---------_.-----_.------------------------~------- ~t~~~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====== <<<<<(STANDARD CURB SECTION USED)===== .-========================================================================= PSTREAM ELEVATIONCFEET) = 1319.13 OOWNSTREAM ELEVATION(FEET) = 1297.23 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 20.00 <.t;fJ INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.D8D SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~EET PARKWAY CROSSFALL(OECIMAL) = 0.020 ~nn;ng/s FRICTlON FACTOR for Streetflow SectionCcurb-to-curb} = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 5.35 AVERAGE FLOW VELOCITY(FEET/SEC.) 7.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.51 STREET FLOW TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.789 .COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8877 SOIL CLASSIFICATION IS PC" SUBAREA AREA(ACRES) 0.50 TOTAL AREA(ACRES) = 2.90 9.05 8.56 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 1.68 9.89 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 5.53 FLOW VELOCITY(FEET/SEC.) = 7.76 DEPTH*VELOCITY(FT*FT/SEC.) = 3.71 LONGEST FLOWPATH FROM NOOE 212.00 TO NODE 217.00 = 890.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 10 ....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ======================================================================== **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NOOE 219.00 IS COOE = 21 .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1344.70 DOWNSTREAM ELEVATION = 1342.58 ELEVATION DIFFERENCE = 2.12 TC = 0.393*[( 120.00**3)/( 2_12)]**.2 5.973 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.619 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = _8168 SOIL CLASSIFICATION IS "6" SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.94 **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 61 44444COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ....(STANDARO CURB SECTION USEO) ---========================================================================= UPSTREAM ELEVATION(FEET) = 1342.08 OOWNSTREAM ELEVATION(FEET) = 1303.02 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 (,\ DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CRDSSFALLCDECIMAL) = 0.020 ~TSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning/s FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIOTH(FEET) = 6.31 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.08 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 3.09 STREET FLOW TRAVEL TIMECMIN.) = 3.84 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.517 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8345 SOIL CLASSIFICATION IS HC" SUBAREA AREA(ACRES) = 5.30 TOTAL AREACACRES) = 5.55 8.78 9.81 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 15.55 16.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 13.59 FLOW VELOCITY(FEET/SEC.) = 6.34 DEPTH*VELOCITY(FT*FT/SEC.) = 3.96 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1400.0 FT WITH ELEVATION-DROP = 39.1 FT, IS 12.3 CFS, WHICH EXCEEDS THE TOP'OF-CURB STREET CAPACITY AT NODE 220.00 ~NGEST FLOWPATH FROM NODE 218.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = -----------------------------------------------------.---------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.81 RAINFALL INTENSITYCINCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 5.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.50 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 21 ------------------------------------------------------~--------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1344.70 DOWNSTREAM ELEVATION = 1342.65 .EVATION DIFFERENCE = 2.05 = 0.393*[( 120.00**3)/( 2.05)J**.2 6.013 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.602 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT .8166 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) = 0.94 ~ TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.94 **************************************************************************** .OW PROCESS FROM NOOE 222.00 TO NOOE 220.00 IS CODE = 61 -------~------_._._--_._------_.--------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1342.15 DOWNSTREAM ELEVATION(FEET) = 1303.02 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's fRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 '*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIOTH(FEET) = 5.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.99 PROOUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.99 STREET FLOW TRAVEL TIME(MIN.) = 3.89 Tc(MIN.) = 9.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.498 ~NGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8342 ~IL CLASSIFICATION IS "en SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 5.25 PEAK FLOW RATE(CFS) = 8.30 14.59 15.53 END OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 12.87 FLOW VELOCITY(FEET/SEC.) = 6.34 DEPTH'VELOCITY(FT*FT/SEC.) 3.89 'NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1400.0 FT WITH ELEVATION-DROP = 39.1 FT, IS 11.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 220.00 LONGEST FLOWPATH FROM NOOE 221.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS COOE = _____.________~.____________.________4_______._______________4______________ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) 9.91 RAINFALL INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 5.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4IIIL CONFLUENCE DATA ** STREAM RUNOFF NUMBER (C FS) 1 16.50 2 15.53 STREAM 2 ARE: 15.53 Tc INTENSITY (INCH/HOUR) 3.517 3.498 AREA (ACRE) 5.55 5.25 tP (MIN.) 9.81 9.91 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED .THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA L 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 FLOII RATE RUNOFF (CFS) 31.88 31.94 TABLE ** Tc (JolIN. ) 9.Bl 9.91 INTENSITY (I NCH/HOUR) 3.517 3.498 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.88 Tc(MIN.) = 9.Bl TOTAL AREA(ACRES) = 10.80 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 7 -------------~---------_.-------------------~------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.81 RAIN INTENSITY(INCH/HOUR) = 3.52 ~TAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 8.98 ~************************************************************************ FLOW PROCESS FROM NODE 220.00 TO NODE 217.00 IS CODE = 11 -------------------------~-------------------------------------------------- .....CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM NUM8ER 1 LONGEST STREAM CONFLUENCE DATA -- RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 8.98 9.81 3.517 FLOIIPATH FROM NODE 218.00 TO NODE AREA (ACRE) 0.01 217.00 = 1520.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA -* STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I 9.89 8.56 3.789 2.90 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 217.00 = 890.00 FEET. *********************************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. ************************************************************************** . PEAK FLOW RATE TABLE ** REAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.73 8.56 3.789 2 18.16 9.81 3.517 cJ'. COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 17.73 Tc(MIN.) = 2.91 8.56 ~************************************************************************ FLOW PROCESS FROM NOOE 220.00 TO NODE 220.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYOROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.81 RAIN INTENSITY(INCH/HOUR) = 3.52 TOTAL AREA(ACRES) = 10.80 TOTAL RUNOFF(CFS) = 22.90 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 2110.00 IS CODE = 41 -----------------.---------------------------------------_.----------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1296.52 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 97.33 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.19 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = Z2.90 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = 1288.89 0.09 Tc(MIN.) = 218.00 TO NODE 9.90 2110.00 1617.33 FEET. **************************************************************************** ~~~-~~~~~~~-~~~~-~~~~---~~~~:~~-~~-~~~---~~~~:~~-~~-~~~~_:_--~---------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.90 RAINFALL INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.90 **************************************************************************** FLOY PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 7 ----------~~~------------------------------------~-------~------------------ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOWS: TC(MIN) = 8.56 RAIN INTENSITY(INCH/HOUR) = 3.79 TOTAL AREA(ACRES) = 2.91 TOTAL RUNOFF(CFS) = 13.20 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NOOE 2110.00 IS CODE = 41 ---------------------------------------------------------------------------- .....COMPUTE PIPE. FLOW TRAVEL TIME THRU SU8AREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== 4IIIll;;=;;~:=~=;=~=:;;;:;=:;;;;;:=:==~;:~~~~==~~::;;:;=:;;;;;:=:==~;;;~;:==== FLOW LENGTH(FEET) = 94.11 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) 7.47 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES ~ PIPE-FLOW(CFS) = 13.20 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NOOE 0.21 Te(MIN.) = 221.00 TO NOOE 8.77 2110.00 = 1614.11 FEET. .************************************************************************ OW PROCESS FROM NOOE 2110.00 TO NODE 2110.00 IS COOE = 1 ~~...OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ...~.AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.77 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.20 ** CONFLUENCE DATA -* STREAM RUNOFF NUMBER (CFS) 1 22.90 2 13.20 Te (MIN.) 9.90 8.77 INTENSITY (INCH/HOUR) 3.499 3.740 AREA (ACRE) 10.80 2.91 *********************************YARNI 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. ************************************************************************** ~INFALL INTENSITY ANO TIME OF CONCENTRATION ~FLUENCE FORMULA USED FOR 2 STREAMS. RATIO ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 33.49 8.77 3.740 2 35.25 9.90 3.499 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 35.25 Te(MIN.) = TOTAL AREA(ACRES) = 13.71 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 9.90 2110.00 = 1617.33 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2110.00 TO NODE 2111.00 IS COOE = 41 ~~'~~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIEO PIPESI2E (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1288.28 DOWNSTREAM(FEET) 1272.11 FLOW LENGTH(FEET) = 385.73 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.05 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLDUCCFS) = 35.25 .E TRAVEL TIME(MIN.) = 0.40 Te(MIN.) = 10.30 NGEST FLOWPATH FROM NODE 218.00 TO NODE 2111.00 = 2003.06 FEET. FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 7 ~ **************************************************************************** -----------~----~------------~-------------~--~------------.---------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .SPECIFIED VALUES ARE AS FOLLOWS: N) = 15.14 RAIN INTENSITY(INCH/HOUR) = 2.77 TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = 10.60 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 207.00 IS CODE = 41 ----~---_.----~--_.--------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1281.50 DOWNSTREAM(FEET) = 12B1.18 FLOW LENGTH(FEET) = 41.35 MANNING'S N = 0.015 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 10.60 PIPE TRAVEL TIME(MIN_) = 0.12 Te(MIN.) = 15.26 LONGEST FLOWPATH FROM NODE 21B.DD TO NODE 207.00 = 2044.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207. DO TO NODE 207.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 ~FLUENCE VALUES USED FOR INDEPENDENT ~ OF CONCENTRATION(MIN.) = 15.26 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 10.60 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 7 ---------------------------_._------~--------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NOOE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.14 RAIN INTENSITYCINCH/HOUR) = 2.77 TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFFCCFS) = 10.60 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = ------------~----------------------------------~-------------------------~-- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT TIME OF CONCENTRATION(MIN.) = 15.14 RAINFALL INTENSITY(INCH/HR) = 2.77 TOTAL STREAM AREA(ACRES) = 4.20 ~K FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 10.60 STREAM 2 ARE: 10.60 Te INTENSITY (INCH/HOUR) 2.759 AREA (ACRE) 4.20 (q~ (MIN.) 15.26 2 10.60 15.14 2.771 4.20 *********************************WARNI NG********************************** . THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO THE RCFC&WCO 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 ** STREAM RUNOFF Te INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 21.12 15.14 2.771 2 21.15 15.26 2.759 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.15 TeCMIN.) = 15.26 TOTAL AREA(ACRES) = 8.40 LONGEST FLOWPATH FROM NODE 21B.OD TO NODE 207.00 = 2044.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 2112.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~EVATION DATA: UPSTREAM(FEET) = 1280.68 DOWNSTREAMCFEET) W LENGTH(FEET) = 37.69 MANNING'S N = 0.013 EPTH OF FLOW IN 24.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 26.18 GIVEN PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 21.15 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1272.11 0.02 Te(MIN.) = 15.29 218.00 TO NODE 2112.00 = 2082.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = --~------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.29 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREACACRES) = 8.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.15 **************************************************************************** FLOW PROCESS FROM NODE 2111.00 TO NODE 2111.00 IS CODE = 7 tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- eR-SPECIFIED VALUES ARE AS FOLLOWS: MIN) = 10.30 RAIN INTENSITY(INCH/HOUR) = 3.42 TOTAL AREACACRES) = 13.71 TOTAL RUNOFF(CFS) = 35.25 **************************************************************************** {r;~ FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = -----------------.---------------------------------------------------------- ....<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ==4IIIL=::::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.l = 10.30 RAINFALL INTENSITY(INCH/HR) = 3.42 TOTAL STREAM AREA(ACRESl = 13.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.25 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFSl 1 21.15 2 35.25 Te (MIN.) 15.29 10.30 INTENSITY (INCH/HOUR) 2.756 3.424 AREA (ACRE) 8.40 13.71 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM .B~R 2 FLOY RATE TABLE .. RUNOFF Te (CFS) (MIN.) 49.50 10.30 49.53 15.29 INTENSITY (INCH/HOUR) 3.424 2.756 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOY RATE(CFSl = 49.50 Te(MIN.l = 10.30 TOTAL AREA(ACRES) = 22.11 LONGEST FLOYPATH FROM NODE 218.00 TO NODE 2112.00 = 2082.10 FEET. **************************************************************************** FLOY PROCESS FROM NODE 2112.00 TO NOOE 223.00 IS CODE = ------------------------------------------------------.---.----------------- .....OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INOEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.l = 10.30 RAINFALL INTENSITY(INCH/HR) = 3.42 TOTAL STREAM AREA(ACRESl = 22.11 PEAK FLOY RATE(CFS) AT CONFLUENCE = 49.50 **************************************************************************** FLOY PROCESS FROM NOOE 224.00 TO NOOE 225.00 IS COOE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ============================================================================ . ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS: UNOEVELOPEO YITH FAIR TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 270.00 UPSTREAM ELEVATION = 1310.00 DOYNSTREAM ELEVATION = 12BB.00 COVER (po... ELEVATION DIFFERENCE = 22.00 TC = 0.709*[( 270.00**3)/( 22.00)]**.2 = 10.996 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.303 .. L CLASSIFICATION IS "B" AREA RUNOFF(CFS) = 1.35 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.35 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NOOE 223.00 IS CODE = 52 _.----------------------------------~--------------------------------------- .....COMPUTE NATURAL VALLEY CHANNEL FLOW .....TRAVELTIME THRU SUBAREA====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 12BB.00 DOWNSTREAM(FEET) = 1271.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0283 CHANNEL FLOW THRU SUBAREA(CFS) = 1.35 FLOW VELOCITY(FEET/SEC) = 2.68 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.74 Te(MIN.) = 14.73 LONGEST FLOWPATH FROM NODE 224.00 TO NODE 223.00 = 870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NOOE 223.00 IS COOE = 81 ---------------------------------------------------------------------------- .....ADOITION OF SU8AREA TO MAINLINE PEAK FLOW====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOURl = 2.813 UNOEVELOPED WATERSHEO RUNOFF COEFFICIENT = .7772 SOIL CLASSIFICATION IS "0" .BAREA AREA(ACRES) 3.10 SUBAREA RUNOFF(CFS) = TAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFSl = TC(MIN) = 14.73 6.78 8.13 **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NOOE 223.00 IS CODE = -------------------------------------~-----------------------~-------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.73 RAINFALL INTENSITY(INCH/HR) = 2.81 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.13 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 49.50 2 8.13 Tc I NTENSI TV (INCH/HOUR) 3.424 2.813 AREA (ACRE) 22.11 3.70 (MIN.) 10.30 14.73 *********************************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED . ON THE RCFC&YCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA _ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *************************************~*********************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ,\0 ** PEAK FLOII RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN. ) (I NCH/HOUR) .~ 55.19 10.30 3.424 48.80 14.73 2.813 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 55.19 Te(MIN.) = 10.30 TOTAL AREA(ACRES) = 25.81 LONGEST FLOIIPATH FROM NODE 218.00 TO NODE 223.00 = 2082.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 223.0D TO NODE 223.00 IS CODE = 7 -----------------------~~----------------_.---------_..--------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOIIS: TC(MIN) = 16.20 RAIN INTENSITY(INCH/HOUR) = 2.67 TOTAL AREA(ACRES) = 25.78 TOTAL RUNOFF(CFS) = 25.DD **************************************************************************** FLOW PROCESS FROM NODE 223.DO TO NODE 223.00 IS CODE = 10 ------~-------------------------------------------_.------------------------ .....MAIN-STREAM MEMORY COPIED ONTO MEMORY 8ANK # 3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 7 .------------------------------------------------------------------------ ...USER SPECIFIEO HYOROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.56 RAIN INTENSITY(INCH/HOUR) = 3.79 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 4.53 **************************************************************************** FLOII PROCESS FROM NODE 217.00 TO NODE 226.00 IS COOE = 61 ___________4___________~__._________________4_________.----------.---------- tttttCOMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== .....(STANDARO CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.23 DOWNSTREAM ELEVATION(FEET) = 1282.65 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 ,I " i " SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.D20 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 . '*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.66 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 2.66 5.03 -'\ '\. STREET FLOW TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 9.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.688 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8874 ~IL CLASSIFICATION IS "C" ....,BAREA AREA(ACRES) 0.30 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.98 5.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.05 FLOW VELOCITY(FEET/SEC.) = 7.80 DEPTH*VELOCITY(FT*FT/SEC.) = 2.81 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 226.00 = 2282.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER'SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.00 RAIN INTENSITY(INCH/HOUR) = 3.69 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 1.21 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 227.00 IS CODE = ---------------------------------------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.00 ~INFALL INTENSITY(INCH/HR) = 3.69 ~TAL STREAM AREA(ACRES) = 0.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.21 **************************************************************************** FLOW PROCESS FROM NODE 228.00 TO NOOE 229.00 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 = 700.00 UPSTREAM ELEVATION = 1319.35 DOWNSTREAM ELEVATION = 1282.65 ELEVATION DIFFERENCE = 36.70 TC = 0.303*[( 700.00**3)/( 36.70)]**.2 = 7.511 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.073 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8885 SOIL CLASSIFICATION IS Hcn SUBAREA RUNOFF(CFS) = 3.08 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 3.08 **************************************************************************** FLOW PROCESS FROM NODE 227.00 TO NODE 227.00 IS COOE = ......................................................,............--.... ttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ~ TIME OF CONCENTRATIONCMIN.) = 7.51 RAINFALL INTENSITYCINCH/HR) = 4.07 TOTAL STREAM AREACACRES) = 0.85 4111fAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 1.21 2 3.08 3.08 Tc INTENSITY CINCH/HOUR) 3.687 4.073 AREA (ACRE) 0.01 0.85 CMIN.) 9.00 7.51 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO 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 TABLE ** RUNOFF Te (CFS) CMIN.) 4.09 7.51 3.99 9.00 INTENSITY (INCH/HOUR) 4.073 3.687 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.09 Tc(MIN.) = 7.51 TOTAL AREACACRES) = 0.86 4111PNGEST FLOWPATH FROM NODE 218.00 TO NODE 227.00 = 2282.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 227.00 TO NOOE 230.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1282.65 DOWNSTREAM ELEVATION(FEET) = 1275.15 STREET LENGTH(FEET) = 420.00 CUR8 HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 44.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 30.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk FLow Section = 0.0200 "TRAVEL TIME COMPUTEO USING ESTIMATEO FLOW(CFS) = 5.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.45 HALFSTREET FLOOD WIOTHCFEET) = 5.17 .AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.03 STREET FLOW TRAVEL TIMECMIN.) = 1.55 Tc(MIN.) 9.06 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.674 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8874 SOIL CLASSIFICATION IS HC" ~ SUBAREA AREACACRES) = TOTAL AREACACRES) = 0.60 1.46 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.96 6.04 END OF SUBAREA STREET FLOW HYDRAULICS: eDEPTHCFEET) = 0.48 HALFSTREET FLOOO WIDTHCFEET) = 5.56 FLOW VELOCITYCFEET/SEC.) = 4.69 DEPTH*VELOCITYCFT*FT/SEC.) = 2.26 LONGEST FLOWPATH FROM NOOE 218.00 TO NOOE 230.00 = 2702.10 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 230.00 TO NOOE 230.00 IS CODE = --~-----------------------~---------------._-------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 9.06 RAINFALL INTENSITYCINCH/HR) = 3.67 TOTAL STREAM AREACACRES) = 1.46 PEAK FLOW RATECCFS) AT CONFLUENCE = 6.04 **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 230.00 IS CODE = 21 ---------------------------------------------------------------------------. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== I I, ii ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 975.00 .PSTREAM ELEVATION = 1302.16 OWNSTREAM ELEVATION = 1275.15 ELEVATION DIFFERENCE = 27.01 TC = 0.303*[C 975.00**3)/C 27.01)]**.2 = 9.743 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.530 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8794 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 3.10 1.00 TOTAL RUNOFFCCFS) = 3.10 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NOOE 230.00 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 CONCENTRATIONCMIN.) = 9.74 RAINFALL INTENSITYCINCH/HR) = 3.53 TOTAL STREAM AREACACRES) = 1.00 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.10 ** CONFLUENCE DATA ** STREAM RUNOFF ~MBER (CFS) .1 6.04 2 3.10 Te CMIN.) 9.06 9.74 INTENSITY (I NCH/HOUR) 3.674 3.530 AREA CACRE) 1.46 1.00 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED '\~ L . I *...***......*.......***.***.*....**.............*.**********.....***..... ON THE RCFC&YCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I i I , I I I I f i i i I , i / , I i . i j i i ** PEAK FLOY RATE TABLE .* STREAM RUNOFF Te INTENSITY NUMBER (CFS) CMIN.) (INCH/HOUR) 1 8.93 9.06 3.674 2 8.91 9.74 3.530 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATECCFS) = 8.93 TeCMIN.) = 9.06 TOTAL AREACACRES) = 2.46 LONGEST FLOYPATH FROM NODE 218.00 TO NODE 230.00 = 2702.10 FEET. .....*...............*....*.**........*..***.***..*..........***.....*...*** FLOY PROCESS FROM NODE 223.00 TO NODE 230.00 IS CODE = 11 -------------~~------------------------------------------------------------- .....CONFLUENCE MEMORY BANK # 3 YITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 8.93 9.06 3.674 LONGEST FLOYPATH FROM NOOE 218.00 TO NOOE ~. MEMORY BANK # 3 CONFLUENCE DATA .* STREAM RUNOFF Te INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 25.00 16.20 2.670 LONGEST FLOYPATH FROM NODE 21B.00 TO NOOE AREA CACRE) 2.46 230.00 = 2702.10 FEET. .....**...........****......*....YARNING.............*..**.*.******....... AREA CACRE) 25.78 230.00 = 2082.10 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ...********..........................*.......***.*.**.........****.....**. ** PEAK STREAM NUMBER 1 2 FLOY RATE TABLE .. RUNOFF Te CCFS) CMIN.) 22.91 9.06 31.49 16.20 INTENSITY (I NCH/HOUR) 3.674 2.670 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATECCFS) = 31.49 Te(MIN.) = 16.20 TOTAL AREACACRES) = 28.24 **...*.....****...*......***............*.*.*.*......*..**.**..*...****..*.. FLOY PROCESS FROM NODE 230.00 TO NOOE 232.00 IS CODE = 41 --~;~;~;;-;;;;~;:~~-;;;~~:-;;~~-;~;~-~~~;;~;--------------------------- .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ============================================================================ ELEVATION DATA: UPSTREAMCFEET) = 1271.14 DOYNSTREAMCFEET) = 1270.35 FLOY LENGTHCFEET) = 70.58 MANNING'S N = 0.013 ~{.J t i i CROWNE HILL REVISED WSPG OUTPUT November 21, 2001 LINES A, A1 ,A2, A3 LINES B,B1 & B2 LINES C, C1, C2 &C3 LINE EE LINE F LINES G, G1 & G2 LINES L,L 1 & L2 LINES S, S1, S2, S3 & S4 LINE PKB LINE SJC LINE U ~(q 1\ Rreva.wsP..... . . . -~<'.- ... - ~ o T1 BASIN 300 T2 LINE A REV. 9/19/01 & 11/12/01 T3 5103/01 FPG FILE: RREVA.WSP SO 1005.971234.69 1 .013 R 1113.641270.20 1 .013 R 1253.251271.95 1 .013 JX 1260.361272.02 1 3 .013 11.8 R 1289.071272.22 1 .013 R 1375.271272.83 1 .013 JX 1382.681272.88 1 4 .013 26.0 R 1406.541273.05 1 .013 SH 1 CD 1 4 3.0 CD 2 4 2.5 CD 3 4 1.5 CD 4 4 3.0 -~. PaglTI Q FILE = QRREVA.WSP 1237.69 15. 1 1272.73 45. 90. 10. 1 1272.88 45. 76. /\"- . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- BASIN 300 HEADING LINE NO 2 IS - LINE A REV. 9/19/01 & 11/12/01 HEADING LINE NO 3 IS - 5/03/01 FPG FILE: RREVA.wSP Q FILE = ORREVA.WSP ,,\"b . . . F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1005.971234.69 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 1113.641270.20 1 0.013 ELEMENT NO 3 IS A REACH . U/S DATA STATION INVERT SECT 1253.251271.95 1 0.013 W S ELEV 1237.69 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 15.00 1 ELEMENT NO 4 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3INVERT-4 PHI3 PHI4 1260.361272.02 1 3 0 0.013 11.8 0.0 1272.73 0.0045.00 0.00 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT 1289.071272.22 1 0.013 ELEMENT NO 6 IS A REACH . U/S DATA STATION INVERT SECT 1375.271272.83 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 90.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 10.00 0.00 1 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3INVERT-4 PHI 3 PHI4 1382.681272.88 1 4 0 0.013 26.0 0.0 1272.88 0.00 45.00 0.00 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT 1406.541273.05 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 76.00 0.00 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1406.541273.05 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 ~o... . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING BASIN 300 LINE A REV. 9/19/01 & 11/12/01 5/03/01 FPG FILE: RREVA.wSP Q FILE = QRREVA.wSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAO GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ****....*-********'"" _.--...._****-**--** ************~-******** 1005.97 1234.69 0.874 1235.564 63.8 37.27 21.565 1257.129 0.00 2.566 3.00 0.00 0.00 0 0.00 8.56 0.32980 .262178 2.24 0.830 0.00 1014.53 1237.51 0.882 1238.394 63.8 36.73 20.949 1259.343 0.00 2.566 3.00 0.00 0.00 0 0.00 21.04 0.32980 .240772 5.07 0.830 0.00 1035.57 1244.45 0.913 1245.366 63.8 35.02 19.040 1264.406 0.00 2.566 3.00 0.00 0.00 0 0.00 14.29 0.32980 .210824 3.01 0.830 0.00 1049.86 1249.16 0.945 1250.109 63.8 33.40 17.326 1267.435 0.00 2.566 3.00 0.00 0.00 0 0.00 10.61 0.32980 .184680 1.96 0.830 0.00 1060.47 1252.66 0.979 1253.643 63.6 31.84 15.738 1269.381 0.00 2.566 3.00 0.00 0.00 o 0.00 8.32 0.32980 .161792 1.35 0.830 0.00 . 1068.79 1255.41 1.013 1256.420 63.8 30.35 14.305 1270.725 0.00 2.566 3.00 0.00 0.00 0 0.00 6.72 0.32980 .141733 0.95 0.830 0.00 1075.51 1257.62 1.049 1258.674 63.8 28.95 13.012 1271.686 0.00 2.566 3.00 0.00 0.00 0 0.00 5.57 0.32980 .124252 0.69 0.830 0.00 1081.08 1259.46 1.087 1260.549 63.8 27.60 11.824 1272.373 0.00 2.566 3.00 0.00 0.00 0 0.00 4.69 0.32980 .108964 0.51 0.830 0.00 1085.77 1261.01 1.126 1262.136 63.8 26.31 10.748 1272.884 0.00 2.566 3.00 0.00 0.00 o 0.00 4.01 0.32980 .095551 0.38 0.830 0.00 1089.78 1262.33 1.166 1263.495 63.8 25.09 9.774 1273.269 0.00 2.566 3.00 0.00 0.00 0 0.00 3.43 0.32980 .083835 0.29 0.830 0.00 1093.21 1263.46 1.209 1264.672 63.8 23.92 8.886 1273.558 0.00 2.566 3.00 0.00 0.00 0 0.00 2.98 0.32980 .073601 0.22 0.830 0.00 . '<00 . LICENSEE: R.B.F. & ASSOC. . SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING BASIN 300 LINE A REV. 9/19/01 & 11/12/01 5/03/01 FPG FILE: RREVA.WSP Q FILE = QRREVA.wSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH OIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR **---*-**********--_._-_.--*~ -****_...._-------***.__........***--***..... 1096.19 1264.45 1.253 1265.700 63.8 22.81 8.079 1273.779 0.00 2.566 3.00 0.00 0.00 0 0.00 2.60 0.32980 .064628 0.17 0.830 0.00 1098.79 1265.30 1.299 1266.602 63.8 21.75 7.342 1273.944 0.00 2.566 3.00 0.00 0.00 0 0.00 2.27 0.32980 .056777 0.13 0.830 0.00 1101.06 1266.05 1.347 1267.398 63.8 20.73 6.676 1274.074 0.00 2.566 3.00 0.00 0.00 0 0.00 1.99 0.32980 .049902 0.10 0.830 0.00 1103.05 1266.71 1.397 1268.104 63.8 19.77 6.070 1274.174 0.00 2.566 3.00 0.00 0.00 0 0.00 1.74 0.32980 .043891 0.08 0.830 0.00 1104.79 1267.28 1.450 1268.733 63.8 18.85 5.516 1274.249 0.00 2.566 3.00 0.00 0.00 0 0.00 1.54 0.32980 .038632 0.06 0.830 0.00 . 1106.33 1267.79 1.505 1269.294 63.8 17.97 5.015 1274.309 0.00 2.566 3.00 0.00 0.00 0 0.00 1.35 0.32980 .034016 0.05 0.830 0.00 1107.68 1268.23 1.562 1269.795 63.8 17.14 4.560 1274.355 0.00 2.566 3.00 0.00 0.00 0 0.00 1.180.32980 .029979 0.04 0.830 0.00 1108.86 1268.62 1.623 1270.245 63.8 16.34 4.145 1274.390 0.00 2.566 3.00 0.00 0.00 0 0.00 1.03 0.32980 .026452 0.03 0.830 0.00 1109.89 1268.96 1.687 1270.649 63.8 15.58 3.769 1274.418 0.00 2.566 3.00 0.00 0.00 0 0.00 0.90 0.32980. .023361 0.02 0.830 0.00 1110.79 1269.26 1.754 1271.013 63.8 14.85 3.426 1274.439 0.00 2.566 3.00 0.00 0.00 o 0.00 0.77 0.32980 .020659 0.02 0.830 0.00 1111.56 1269.52 1.826 1271.341 63.8 14.16 3.114 1274.455 0.00 2.566 3.00 0.00 0.00 0 0.00 0.67 0.32980 .018296 0.01 0.830 0.00 . lib' . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING BASIN 300 LINEA REV. 9/19/01 & 11/12/01 5/03/01 FPG FILE: RREVA.wSP Q FILE = QRREVA.wSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR --*-_............- ***"--*****"***** **-*--**---**--****--*-*** 1112.23 1269.73 1.901 1271.636 63.8 13.50 2.831 1274.467 0.00 2.566 3.00 0.00 0.00 0 0.00 0.56 0.32980 .016230 0.01 0.830 0.00 1112.79 1269.92 1.982 1271.902 63.8 12.88 2.574 1274.476 0.00 2.566 3.00 0.00 0.00 0 0.00 0.47 0.32980 .014429 0.01 0.830 0.00 1113.26 1270.08 2.068 1272.143 63.8 12.28 2.340 1274.483 0.00 2.566 3.00 0.00 0.00 0 0.00 0.38 0.32980 .012861 0.00 0.830 0.00 1113.64 1270.20 2.161 1272.361 63.8 11.70 2.127 1274.488 0.00 2.566 3.00 0.00 0.00 0 0.00 67.09 0.01253 .011813 0.79 2.132 0.00 1180.73 1271.04 2..208 1273.249 63.8 11.44 2.031 1275.280 0.00 2.566 3.00 0.00 0.00 0 0.00 48.46 0.01253 .010912 0.53 2.132 0.00 . 1229.19 1271.65 2.314 1273.962 63.8 10.90 1.646 1275.808 0.00 2.566 3.00 0.00 0.00 0 0.00 18.85 0.01253 .009836 0.19 2.132 0.00 1248.04 1271.88 2.431 1274.316 63.8 10.40 1.679 1275.995 0.00 2.566 3.00 0.00 0.00 0 0.00 5.21 0.01253 .008941 0.05 2.132 0.00 1253.25 1271.95 2.566 1274.516 63.8 9.91 1.525 1276.041 0.00 2.566 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00964 .007308 0.05 0.00 1260.36 1272.02 3.440 1275.460 52.0 7.36 0.640 1276.300 0.00 2.345 3.00 0.00 0.00 0 0.00 28.71 0.00697 .006078 0.17 2.300 0.00 1289.07 1272.22 3.583 1275.803 52.0 7.36 0.840 1276.643 0.00 2.345 3.00 0.00 0.00 0 0.00 86.20 0.00708 .006078 0.52 2.281 0.00 1375.27 1272.83 3.595 1276.425 52.0 7.36 0.840 1277.265 0.00 2.345 3.00 0.00 0.00 0 0.00 I' JUNCT STR 0.00675 .003799 0.03 0.00 . ft;1/ . . . LICENSEE: R.B.F. &ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING BASIN 300 LINEA REV. 9/19/01 & 11/12/01 5103101 FPG FILE: RREVA.WSP Q FILE = QRREVAWSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO PAGE 4 HGT/ BASEl ZL NO HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA 10 NO. PIER Q SF AVE HF NORM DEPTH ~~ ~ .1 *__******"*** _.~ 1382.68 1272.88 4.536 1277.416 26.0 3.68 0.210 1277.626 0.00 1.647 23.86 0.00713 .001520 0.04 1.431 1406.54 1273.05 4.441 1277.491 26.0 3.68 0.210 1277.701 0.00 1.647 JV\A,{' U S M~ Ie': /Z 77, If'! I f.t 0, -{. 1.1 0 ) ::: II. 77,~? I ZR *********-*--- 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 ~'b !:.Hreva1.wse --- ^~.- --~ -,- 1.-1 \_/ \.J o T1 LINE 300 T2 Storm Drain Lateral LINE A1 100 Year Discharge T3 5/03/01 REV. 9/19/01& 11/12/01 RREVA1WSP Q FILE = QRREVA1WSP SO 106.331272.90 1 .013 1277.42 R 126.961273.12 1 .013 SH 1 CD 1 4 3.0 = __..l'Fg~5'1 9;b.. . . . PAGE NO 3 F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 300 HEADING LINE NO 2 IS - Storm Drain Lateral LINE A 1 100 Year Discharge HEADING LINE NO 3 IS - 5/03/01 REV. 9/19/01& 11/12/01 RREVA1,WSP Q FILE = QRREVA1,WSP ~~ w '--/ ',-/ F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 106.331272.90 1 W S ELEV 1277.42 ELEMENT NO 2 IS A REACH . . U/S DATA STATION INVERT SECT 126.961273.12 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 126.961273.12 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: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING PAGE 1 LINE 300 Storm Orain Lateral LINE A1 100 Year Discharge 5/03/01 REV. 9/19/01& 11/12/01 RREVA1.wSP Q FILE = QRREVA1.wSP STATION INVERT OEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER NORM DEPTH ZR SF AVE HF ..*------*****--**--******* ***----*****- -************........*******- 106.33 1272.90 4.520 1277.420 26.0 3.68 0.210 1277.630 0.00 1.647 3.00 0.00 0.00 0 0.00 20.63 0.01066 .001520 0.03 1.276 0.00 126.96 1273.12 4.331 1277.451 26.0 3.68 0.210 1277.661 0.00 1.647 3.00 0.00 0.00 0 0.00 ,M4k LlS<--vSo,.;:' (...= It77.'f5"I'+O. 7..(.7.1) ~/2.T7.H' fb~ B Rreva2.wsE ~ . . . - ~.. - -----_: ~=- . __ - Page 1,1 o T1 LINE 300 T2 Storm Drain Lateral LINE A2. 100 Year Discharge T3 5/03/01 FPG REV. 10/22/01 & 11/12/01FILE:RREVA2.WSP Q FILE = QRREVA2WSP SO 1002.061272.73 1 .013 1275.46 R 1010.811272.92 1 .013 R 1033.541273.41 1 .013 58. R 1068.201274.15 1 .015 4. R 1128.421275.45 1 .013 JX 1128.421275.45 1 1 .013 5.9 1275.4566 45. R 1152.711275.98 1 .013 R 1170.381276.36 1 .013 45. R 1198.781276.97 1 .013 SH 1 CD 1 4 1.5 tIP . . . PAGE NO 3 F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 300 HEADING LINE NO 2 IS - Storm Drain Lateral LINE A2 100 Year Discharge HEADING LINE NO 3 IS - 5/03/01 FPG REV. 10/22/01 & 11/12/01 FILE:RREVA2WSP Q FILE = QRREVA2WS ~ . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 1002.061272.73 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 1010.811272.92 1 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT 1033.541273.41 1 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 1068.201274.15 1 0.015 ELEMENT NO 5 IS A REACH . . U/S DATA STATION INVERT SECT 1128.421275.45 1 0.013 W S ELEV 1275.46 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 58.00 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 0.00 0.00 0 ELEMENT NO 6 IS A JUNCTION . . . U/S DATA STATION INVERT SECT LAT-1LAT-2 N Q3 Q4 INVERT-3INVERT-4 PHI3 PHI4 1128.421275.45 1 1 0 0.013 5.9 0.0 1275.45 0.66 45.00 0.00 THE ABOVE ELEMENT CONTAINEO AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 7 IS A REACH . . U/S DATA STATION INVERT SECT 1152.711275.98 1 0.013 ELEMENT NO 8 IS A REACH . . U1S DATA STATION INVERT SECT 1170.38 1276.36 1 0.013 ELEMENT NO 9 IS A REACH . . U/S DATA STATION INVERT SECT 1198.781276.97 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1198.781276.97 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 o.p . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING LINE 300 Storm Drain Lateral LINE A2 100 Year Discharge 5/03/01 FPG REV. 10/22101 & 11/12101FILE:RREVA2.wSP Q FILE = QRREVA2.wS 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 .....................**-***.....--.....--*--*--********- *--*--**-**-*-**-* 1002.06 1272:73 2.730 1275.460 11.8 6.68 0.692 1276.152 0.00 1.306 1.50 0.00 0.00 0 0.00 8.75 0.02171 .012619 0.11 0.980 0.00 1010.81 1272.92 2.650 1275.570 11.8 6.68 0.692 1276.262 0.00' 1.306 1.50 0.00 0.00 0 0.00 22.73 0.02156 .012619 0.29 0.980 0.00 1033.64 1273.41 2.558 1275.968 11.8 6.68 0.692 1276.660 0.00 1.306 1.50 0.00 0.00 0 0.00 34.66 0.02136 .016801 0.58 1.100 0.00 1068.20 1274.15 2.430 1276.580 11.8 6.68 0.692 1277.272 0.00 1.306 1.60 0.00 0.00 0 0.00 60.22 0.02159 .012619 0.76 0.980 0.00 1128.42 1275.46 1.890 1277.340 11.8 6.68 0.692 1278.032 0.00 1.306 1.50 0.00 0.00 0 0.00 JUNCT STR 0.00000 .007887 0.00 0.00 . 1128.42 1275.45 2.684 1278.134 5.9 3.34 0.173 1278.307 0.00 0.938 1.50 0.00 0.00 0 0.00 24.29 0.02182 .003155 0.08 0.640 0.00 1152.71 1275.98 2.230 1278.210 5.9 3.34 0.173 1278.383 0.00 0.938 1.50 0.00 0.00 0 0.00 17.67 0.02150 .003155 0.06 0.640 0.00 1170.38 1276.36 1.930 1278.290 5.9 3.34 0.173 1278.463 0.00 0.938 1.50 0.00 0.00 0 0.00 23.49 0.02148 .003121 0.07 0.640 0.00 1193.87 1276.87 1.500 1278.365 5.9 3.34 0.173 1278.538 0.00 0.938 1.50 0.00 0.00 0 0.00 4.91 0.02148 .002907 0.01 0.640 0.00 1198.78 1276.97 1.397 1278.367 5.9 3.44 0.184 1278.551 0.00 0.938 1.50 0.00 0.00 o 0.00 M4A V j l<./.n€ /-. eo Illti;JV1-r 1J.7...(/N) ..: {7.. -]"( H I t . G}. \fRreva3.wSIl . . . - P3!g~,1 :=-- ,. _w_ o T1 LINE 300 T2 Storm Drain Lateral LINE A3 100 Year Discharge 13 5/03/01 REV.10/22/19/01 & 11/12/01 RREVA3WSP Q FILE = QRREVA3WSP SO 100.001275.45 1 .013 1278.13 R 120.741276.73 1 .013 SH 1 CD 1 4 1.5 0..1- . . . PAGE NO 3 F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 300 HEADING LINE NO 2 IS - Storm Drain Lateral LINE A3 100 Year Discharge HEADING LINE NO 3 IS - 5/03/01 REV.10/22119/01 & 11/12/01 RREVA3,WSP Q FILE = QRREVA3,WSP ~9; . . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 100.00 1275.45 1 PAGE NO 2 W S ELEV 1278.13 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 120.741276.73 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 120.741276.73 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 0.... Pc . . . LICENSEE: R.B.F. & ASSOC." SAN DIEGO F0515P WATER SURFACE PROFILE LISTING PAGE 1 LINE 300 Storm Drain Lateral LINE A3 100 Year Discharge 5/03/01 REV.10/22/19/01 & 11/12/01 RREVA3.wSP Q FILE = QRREVA3.wSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH D1A IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR -**",*** -**----*** --- *--********-**-***----*--*-- 100.00 1275.45 2.680 1278.130 5.9 3.34 0.173 1278.303 0.00 0.938 1.50 0.00 0.00 0 0.00 20.15 0.06172 .003121 0.06 0.480 0.00 120.15 1276.69 1.500 1278.194 5.9 3.34 0.173 1278.367 0.00 0.938 1.50 0.00 0.00 0 0.00 0.59 0.06172 .002942 0.00 0.480 0.00 120.74 1276.73 1.462 1278.192 5.9 3.36 0.175 1278.367 0.00 0.938 1.50 0.00 0.00 0 0.00 /M.k t.! ':;> f./.,.,'7CJ..-""" 12113.lnl+ O. Z (,17~) ~ 12:1 B. "r, . ~~ t Rrevb.wsp - . . . - - . .E~g~J.J o T1 LINE 600 lowered finished surface T2 Storm Drain 100 Year Discharges 13 5/03/01 REV. 10102/01 & 11/13/01FPG FILE:RREVBWSP Q FILE = QRREVB.WSP SO 1009.731238.96 1 ,013 R 1016.041240.53 1 .013 R 1033.301244.81 1 .013 R 1100.001261.35 1 .013 R 1124.991267.56 1 .013 R 1260.161268.42 1 .013 R 1295.501268.65 1 .013 JX 1300.171268.68 1 4 4.013 R 1340.611268.88 1 .013 R 1375.991269.06 1 .013 R 1400.741269.18 1 .013 R 1407.451269.48 1 .013 R 1442.171271.10 1 .013 R 1518.181274.63 1 .013 R 1518.281275.38 3 .013 R 1540.181275.75 3 .013 JX 1540.201275.86 3 2 .013 R 1550.701276.00 3 .013 R 1585.171276,69 3 .013 R 1612.821277.25 3 .013 SH 3 CD 1 4 3.00 CD 2 4 1.50 CD 3 4 2.25 CD 4 4 2.25 1241.96 44. 53. 90. 1 22.9 23.01269.031269.0375. 85, 90. 7. 16.2 1276.36 45. 90. o..(P . . . PAGE NO 3 F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 600 lowered finished surface HEADING LINE NO 2 IS - Storm Drain 100 Year Discharges HEADING LINE NO 3 IS - 5/03/01 REV. 10/02/01 & 11/13/01FPG FILE:RREVBWSP Q FILE = QRREVB.WS ~'\ . . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1009.731238.96 1 ELEMENT NO 2 IS A REACH U/S OATA STATION INVERT SECT 1016.041240.53 1 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT 1033.301244.81 1 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 1100.001261.35 1 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT 1124.991267.56 1 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT 1260.161268.42 1 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT 1295.501268.65 1 0.013 PAGE NO 2 W S ELEV 1241.96 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 44.00 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 0.00 53.00 0 N RADIUS ANGLE ANG PT MAN H 0_00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 90.00 0.00 1 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1300.171268.68 1 4 4 0.013 22.9 23.0 1269.03 1269.03 75.00 85.00 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT 1340.61 1268.88 1 0.013 ELEMENT NO 10 IS A REACH U1S DATA STATION INVERT SECT 1375.991269.06 1 0.013 ELEMENT NO 11 IS A REACH . U/S DATA STATION INVERT SECT 1400.741269.18 1 0.013 ELEMENT NO 12 IS A REACH U1S DATA STATION INVERT SECT 1407.451269.48 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 90.00 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 0.00 0.00 0 ~'O . . . Fa 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH U/S DATA STATiON iNVERT SECT 1442.171271.10 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 7.00 0.00 0 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1518.181274.63 1 0.013 0.00 0.00 0.00 0 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFiNITIONS ELEMENT NO 15 is A REACH U/S DATA STATiON INVERT SECT 1518.281275.38 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 16 IS A REACH U/S DATA STATION iNVERT SECT 1540.181275.75 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 17 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT -4 PHI3 PHI4 1540.201275.86 3 2 0 0.013 16.2 0.0 1276.36 0.00 45.00 0.00 ELEMENT NO 18 IS A REACH U/S DATA STATiON INVERT SECT 1550.701276.00 3 0.013 N RADiUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 19 IS A REACH U/S DATA STATION iNVERT SECT 1585.171276.69 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 90.00 0.00 0 ELEMENT NO 20 is A REACH U1S DATA STATiON INVERT SECT 1612.821277.25 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 21 IS A SYSTEM HEADWORKS U1S DATA STATION INVERT SECT W S ELEV 1612.821277.25 3 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN is LESS THAN OR EOUALS iNVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC <\0.. . . . LICENSEE: R.B.F. & ASSOC. _ SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFiLE LISTING LINE 600 iowered finished surface Storm Drain 100 Year Discharges 5/03/01 REV. 10/02/01 & 11/13101FPG FILE:RREVB.wSP 0 FILE = ORREVB.WS HGT/ BASEl ZL NO HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRiTICAL DIA ID NO. PIER STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO o SF AVE HF NORM DEPTH ---...--****"****-****"****"* 3.00 0.00 0.00 0 0.00 ---*--******-----******--**--*--* 1009.73 1238.96 1.083 1240.043 80.8 35.16 19.197 1259.240 0.00 2.778 6.31 0.24881 .186791 1.18 1.005 1016.04 1240.53 1.090 1241.620 80.8 34.83 18.835 1260.455 0.00 2.778 17.26 0.24797 .175858 3.04 1.006 1033.30 1244.81 1.119 1245.929 80.8 33.62 17.556 1263.485 0.00 2.778 6.45 0.24798 .163655 1.06 1.006 1039.75 1246.41 1.132 1247.541 80.8 33.07 16.986 1264.527 0.00 2.778 15.36 0.24798 .150112 2.31 1.006 1055.11 1250.22 1.173 1251.392 80.8 31.54 15.445 1266.837 0.00 2.778 11.71 0.24798 .131697 1.54 1.006 1066.82 1253.12 1.215 1254.338 80.8 30.07 14.041 1268.379 0.00 2.778 9.30 0.24798 .115601 1.08 1.006 1076.12 1255.43 1.260 1256.690 80.8 28.67 12.766 1269.456 0.00 2.778 7.61 0.24798 .101530 0.77 1.006 1083.73 1257.32 1.306 1258.622 80.8 27.33 11.602 1270.224 0.00 2.778 6.34 0.24798 .089211 0.57 1.006 1090.07 1258.89 1.355 1260.242 80.8 26.06 10.549 1270.791 0.00 2.778 5.36 0.24798 .078426 0.42 1.006 1095.43 1260.22 1.405 1261.622 80.8 24.85 9.586 1271.208 0.00 2.778 4.57 0.24798 .068981 0.32 1.006 1100.00 1261.35 1.459 1262.809 80.8 23.70 8.718 1271.527 0.00 2.778 2.32 0.24850 .062291 0.14 1.006 0.00 ZR 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 \0> . LICENSEE: R.B.F. & ASSOC. - SAN DiEGO F0515P PAGE 2 WATER SURFACE PROFILE LiSTING LINE 600 lowered finished surface Storm Drain 100 Year Discharges 5/03/01 REV. 10102101 & 11/13/01FPG FILE:RREVB.wSP o FILE = ORREVB.wS STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITiCAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ._...*-*_._--~~ ***-----**---* *****......-***-*******_. 1102.32 1261.93 1.490 1263.417 80.8 23.05 8.252 1271.669 0.00 2.778 3.00 0.00 0.00 0 0.00 3.61 0.24850 .056424 0.20 1.006 0.00 1105.93 1262.82 1.547 1254.370 80.8 21.98 7.502 1271.872 0.00 2.778 3.00 0.00 0.00 0 0.00 3.13 0.24850 .049723 0.16 1.006 0.00 1109.06 1263.60 1.607 1265.208 80.8 20.95 6.818 1272.026 0.00 2.778 3.00 0.00 0.00 0 0.00 2.72 0.24850 .043858 0.12 1.006 0.00 1111.78 1264.28 1.670 1265.947 80.8 19.98 6.199 1272.146 0.00 2.778 3.00 0.00 0.00 0 0.00 2.37 0.24850 .038719 0.09 1.006 0.00 1114.15 1264.87 1.736 1266.602 80.8 19.05 5.636 1272.238 0.00 2.778 3.00 0.00 0.00 0 0.00 2.06 0.24850 .034222 0.07 1.006 0.00 . 1116.21 1265.38 1.806 1267.185 80.8 18.17 5.124 1272.309 0.00 2.778 3.00 0.00 0.00 0 0.00 1.79 0.24850 .030295 0.05 1.006 0.00 1118.00 1265.82 1.881 1267.705 80.8 17.32 4.656 1272.361 0.00 2.778 3.00 0.00 0.00 0 0.00 1.56 0.24850 .026865 0.04 1.006 0.00 1119.56 1266.21 1.960 1268.170 80.8 16.51 4.234 1272.404 0.00 2.778 3.00 0.00 0.00 0 0.00 1.34 0.24850 .023864 0.03 1.006 0.00 1120.90 1266.54 2.044 1268.587 80.8 15.74 3.849 1272.436 0.00 2.778 3.00 0.00 0.00 0 0.00 1.14 0.24850 .021252 0.02 1.006 0.00 1122.04 1266.83 2.135 1268.961 80.8 15.01 3.499 1272.460 0.00 2.778 3.00 0.00 0.00 0 0.00 0.95 0.24850 .018991 0.02 1.006 0.00 1122.99 1267.06 2.234 1269.298 80.8 14.31 3.181 1272.479 0.00 2.778 3.00 0.00 0.00 0 0.00 0.78 0.24850 .017043 0.01 1.006 0.00 . \0\ . . . LICENSEE: RB.F. & ASSOC. - SAN DiEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING LINE 600 lowered finished surface Storm Drain 100 Year Discharges 5/03/01 REV. 10/02101 & 11113/01FPG FILE:RREVB.wSP 0 FiLE = ORREVB.WS STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO *****--*-******-***** HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITiCAL HGTI BASE/ ZL NO o SF AVE HF NORM DEPTH **-****--*-***-*********--*******************.*.--* 3.00 0.00 0.00 0 0.00 0.62 0.24850 1123.77 1267.26 2.342 1269.600 80.8 13.65 2.892 1272.492 0.00 2.778 .015385 0.01 1.006 1124.39 1267.41 2.462 1269.872 80.8 13.01 2.629 1272.501 0.00 2.778 0.42 0.24850 .014032 0.01 1.006 1124.81 1267.52 2.602 1270.117 80.8 12.41 2.390 1272.507 0.00 2.778 .013072 0.00 1.006 0.18 0.24850 1124.99 1267.56 2.778 1270.338 80.8 11.83 2.172 1272.510 0.00 2.778 .013579 0.15 3.000 10.99 0.00836 1135.98 1267.63 3.000 1270.630 80.8 11.43 2.029 1272.659 0.00 2.778 .014562 1.81 3.000 124.18 0.00636 35.34 0.00651 1260.16 1268.42 4.032 1272.452 80.8 11.43 2.029 1274.481 0.00 2.778 .014675 0.52 3.000 1295.50 1268.65 4.828 1273.478 80.8 11.43 2.029 1275.507 0.00 2.778 JUNCT STR 0.00642 .008707 0.04 40.44 0.00495 1300.17 1268.68 7.939 1276.619 34.9 4.94 0.378 1276.997 0.00 1.920 .002738 0.11 1.927 35.38 0.00509 1340.61 1268.88 7.849 1276.729 34.9 4.94 0.378 1277.107 0.00 1.920 .002738 0.10 1.910 1375.99 1269.06 7.842 1276.902 34.9 4.94 0.378 1277.280 0.00 1.920 24.75 0.00485 .002738 0.07 1.940 6.71 0.04471 1400.74 1269.18 7.790 1276.970 34.9 4.94 0.378 1277.348 0.00 1.920 .002738 0.02 1.015 DIA ID NO. PIER ZR 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 \(;;1/ . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFILE LISTING LINE 600 lowered finished surface Storm Drain 100 Year Discharges 5/03/01 REV. 10/02/01 & 11113/01FPG FILE:RREVB.wSP o FiLE = ORREVB.WS STATION INVERT DEPTH W.S. 0 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 **-**--***--*---*--*** ****---**-*--- 1407.45 1269.48 7.508 1276.988 34.9 4.94 0.378 1277.366 0.00 1.920 3.00 0.00 0.00 0 0.00 34.72 0.04666 .002738 0.10 1.004 0.00 1442.17 1271.10 6.004 1277.104 34.9 4.94 0.378 1277.482 0.00 1.920 3.00 0.00 0.00 0 0.00 68.74 0.04644 .002717 0.19 1.005 0.00 1510.91 1274.29 3.000 1277.293 34.9 4.94 0.378 1277.671 0.00 1.920 3.00 0.00 0.00 0 0.00 5.47 0.04644 .002545 0.01 1.005 0.00 1516.38 1274.55 2.721 1277.268 34.9 5.18 0.416 1277.684 0.00 1.920 3.00 0.00 0.00 o 0.00 1.80 0.04644 .002442 0.00 1.005 0.00 1518.18 1274.63 2.617 1277.247 34.9 5.33 0.442 1277.689 0.00 1.920 3.00 0.00 0.00 0 0.00 1518.18 1274.63 1.400 1276.030 34.9 13.42 2.796 1278.826 0.00 2.009 2.25 0.00 0.00 0 0.00 . 0.01 7.50000 .024629 0.00 0.310 0.00 1518.19 1274.71 1.422 1276.130 34.9 13.17 2.695 1278.825 0.00 2.009 2.25 0.00 0.00 0 0.00 0.03 7.50000 .022715 0.00 0.310 0.00 1518.22 1274.89 1.482 1276.375 34.9 12.56 2.451 1278.826 0.00 2.009 2.25 0.00 0.00 0 0.00 0.02 7.50000 .020187 0.00 0.310 0.00 1518.24 1275.05 1.546 1276.599 34.9 11.98 2.227 1278.826 0.00 2.009 2.25 0.00 0.00 0 0.00 0.01 7.50000 .017987 0.00 0.310 0.00 1518.25 1275.19 1.615 1276.801 34.9 11.42 2.025 1278.826 0.00 2.009 2.25 0.00 0.00 0 0.00 0.02 7.50000 .016081 0.00 0.310 0.00 1518.27 1275.30 1.690 1276.986 34.9 10.89 1.841 1278.827 0.00 2.009 2.25 0.00 0.00 0 0.00 0.01 7.50000 .014446 0.00 0.310 0.00 1518.28 1275.38 1.773 1277.153 34.9 10.38 1.673 1278.826 0.00 2.009 2.25 0.00 0.00 0 0.00 . \'fJ7 . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 5 WATER SURFACE PROFILE LISTiNG LINE 600 lowered finished surface Storm Drain 100 Year Discharges 5/03/01 REV. 10102101 & 11/13/01FPG FILE:RREVB.wSP 0 FiLE = ORREVB.WS STATION iNVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ---*--- ._*********-***-*** ..*****-*-*--***-****.... 5.51 0.01690 .013510 0.07 1.620 0.00 1523.79 1275.47 1.797 1277.270 34.9 10.25 1.631 1278.901 0.00 2.009 2.25 0.00 0.00 0 0.00 12.56 0.01690 .012732 0.16 1.620 0.00 1536.35 1275.68 1.893 1277.578 34.9 9.77 1.483 1279.061 0.00 2.009 2.25 0.00 0.00 0 0.00 3.83 0.01690 .011697 0.04 1.620 0.00 1540.18 1275.75 2.009 1277.759 34.9 9.31 1.347 1279.106 0.00 2.009 2.25 0.00 0.00 0 0.00 JUNCT STR 5.50000 .007451 0.00 0.00 1540.20 1275.86 2.961 1278..821 18.7 4.70 0.343 1279.164 0.00 1.512 2.25 0.00 0.00 0 0.00 10.50 0.01333 .003646 0.04 1.153 0.00 1550.70 1276.00 2.860 1278.860 18.7 4.70 0.343 1279.203 0.00 1.512 2.25 0.00 0.00 0 0.00 . 34.47 0.02002 .003646 0.13 1.025 0.00 1585.17 1276.69 2.364 1279.054 18.7 4.70 0.343 1279.397 0.00. 1.512 2.25 0.00 0.00 0 0.00 6.87 0.02025 .003613 0.02 1.021 0.00 1592.04 1276.83 2.250 1279.079 18.7 4.70 0.343 1279.422 0.00 1.512 2.25 0.00 0.00 0 0.00 10.28 0.02025 .003385 0.03 1.021 0.00 1602.32 1277.04 2.041 1279.078 18.7 4.93 0.378 1279.456 0.00 1.512 2.25 0.00 0.00 0 0.00 4.91 0.02025 .003301 0.02 1.021 0.00 1607.23 1277.14 1.920 1279.057 18.7 5.17 0.416 1279.473 0.00 1.512 2.25 0.00 0.00 0 0.00 3.51 0.02025 .003573 0.01 1.021 0.00 1610.74 1277.21 1.820 1279.028 18.7 5.43 0.457 1279.485 0.00 1.512 2.25 0.00 0.00 0 0.00 2.08 0.02025 .003887 0.01 1.021 0.00 1612.82 1277.25 1.750 1279.000 18.7 5.63 0.493 1279.493 0.00 1.512 2.25 0.00 0.00 0 0.00 f/lAj () ") W>.e '- "'" 12 '11. 00 TO. 1..(. 'f n) . It..7Q.1 . \fJ\ rRrevb1.wsl1 . . . --- "-- o T1 LINE 600 T2 Storm Drain Lateral 100 Year Discharge T3 5/03/01 REV. 8/28/01 & 11/13/01 FILE: RREVB1WSP Q FILE = QRREVB1WSP SO. 101.521269.03 1 .013 1276.62 R 114.901271.57 1 .013 SH 1 CD 1 4 2.25 ~ -~,-~'- _' : Eage 1 ,I \~ . . . PAGE NO 3 F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 600 HEADING LINE NO 2 IS - Storm Drain Lateral 100 Year Discharge HEADiNG LINE NO 3 IS - 5/03/01 REV. 8/28/01 & 11113/01 FILE: RREVB1.wSP 0 FILE= ORREVB1.wSP \r:? ~Rrev62:wsp . . . - _F.'!1.geJ:I o T1 LINE 600 T2 Storm Drain Lateral 100 Year Discharge T3 5/04/01 REV. 8/28/01 & 11/13/01 FPG FILE: RREVB2.wSP Q FILE = QRREVB2WSP SO 101.511269.03 1 .013 1276.62 R 126.801272.97 1 .013 SH 1 CD 1 4 2.25 \0\ . . . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LiSTiNG LINE 600 Storm Drain Lateral 100 Year Discharge 5/04/01 REV. 8/28/01 & 11113/01 FPG FILE: RREVB2.wSP 0 FILE = ORREVB2 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV HGTI BASE/ ZL NO o VEL VEL ENERGY SUPER CRiTICAL HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE. HF NORM DEPTH ZR 101.51 1269.03 7.590 1276.620 23.3 5.86 0.533 1277.153 0.00 1.689 2.25 0.00 0.00 0 0.00 25.29 0.15579 .005660 0.14 0.00 0.663 126.80 1272.97 3.793 1276.763 23.3 5.86 0.533 1277.296 0.00 1.689 2.25 0.00 0.00 0 0.00 J\tA--t US I.V'.7kL."" /l.."7(P,7&'7-{-O,7..(5,n) r:: /'L '7 6, ~ 7 I \O'b IfR3c:wsp . . . o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 line C T3 File: R3CWSP 4/13/01 REV. 9/26/01 & 11/13/01 SO 999.411228.21 1 .013 1231.21 R 1080.991254.05 1 .013 R 1083.991254.54 1 .013 R 1200.031255.12 1 .013 R 1235.371255.30 1 .013 R 1261.121255.43 1 .013 1 JX 1265.781255.45 1 2 2.013 11.6 11.61256.201256.2045. 57. R 1365.821255.95 1 .013 R 1678.731257.51 1 .013 JX 1683.421257.98 3 4 .013 20.5 R 1707.161258.10 3 .013 SH 3 CD 1 4 3.0 CD 2 4 1.5 CD 3 4 2.0 CD 4 4 2.0 90. 26. 1258.00 70. 1 45. . ~...' ,..: ~---- Pag~1i \~ F 0 5 1 5 P PAGE NO 3 . WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - iine C UP TO 1678.83 & Line C1 FROM 1683.42 TO UPSTREAM END HEADING LINE NO 3 IS - File: R3C.wSP 4/13/01 REV.9/26/01 & 11113/01 . . ~o . . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 is A SYSTEM OUTLET . U1S DATA STATION INVERT SECT 999.411228.21 1 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1080.991254.05 1 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT 1083.991254.54 1 0.013 ELEMENT NO 4 is A REACH U/S DATA STATION INVERT SECT 1200.031255.12 1 0.013 ELEMENT NO 5 is A REACH U1S DATA STATION INVERT SECT 1235.371255.30 1 0.013 ELEMENT NO 8 is A REACH U/S DATA STATION INVERT SECT 1261.121255.43 1 0.013 W S ELEV 1231.21 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 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 90.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 ELEMENT NO 7 IS A JUNCTION . . . UIS DATA STATION iNVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PH/4 1265.781255.45 1 2 2 0.013 11.6 11.6 1256.20 1256.2045.00 57.00 ELEMENT NO 8 IS A REACH . . UIS DATA STATION INVERT SECT 1365.821255.95 1 0.013 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT 1678.731257.51 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 26.00 0.00 1 ELEMENT NO 10 IS A JUNCTION . . . U/SDATA STATION INVERT SECTLAT-1 LAT-2 N 03 04 INVERT-3iNVERT-4 PHI3 PHI4 1683.421257.98 3 4 0 0.013 20.5 0.0 1258.00 0.00 45.00 0.00 ELEMENT NO 11 is A REACH U/S DATA STATION INVERT SECT 1707.161258.10 3 0.013 ELEMENT NO 12 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1707.161258.10 3 N RADIUS ANGLE ANG PT MAN H 0.00 70.00 0.00 0 W S ELEV 0.00 ~ . . . F0515P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EOUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ~'V' LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 . WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 line C File: R3C.wSP 4/13/01 REV. 9/28/01 & 11/13/01 STATiON INVERT DEPTH W.S. 0 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 ******--***-~- -***-*** -----*** 999.41 1228.21 0.920 1229.130 64.2 34.93 18.945 1248.075 0.00 2.573 3.00 0.00 0.00 0 0.00 14.89 0.31674 .208712 3.11 0.840 0.00 1014.30 1232.93 0.950 1233.876 64.2 33.35 17.271 1251.147 0.00 2.573 3.00 0.00 0.00 0 0.00 11.50 0.31674 .183165 2.11 0.640 0.00 1025.80 1236.57 0.984 1237.553 64.2 31.80 15.700 1253.253 0.00 2.573 3.00 0.00 0.00 0 0.00 8.92 0.31674 .160503 1.43 0.840 0.00 1034.72 1239.39 1.019 1240.412 64.2 30.33 14.280 1254.692 0.00 2.573 3.00 0.00 0.00 0 0.00 7.16 0.31674 .140644 1.01 0.840 0.00 1041.88 1241.66 1.055 1242.718 64.2 28.91 12.974 1255.692 0.00 2.573 3.00 0.00 0.00 0 0.00 5.91 0.31674 .123282 0.73 0.840 0.00 . 1047.79 1243.53 1.093 1244.626 64.2 27.57 11.799 1256.425 0.00 2.573 3.00 0.00 0.00 0 0.00 4.95 0.31674 .108101 0.54 0.840 0.00 1052.74 1245.10 1.132 1246.234 64.2 26.28 10.724 1256.958 0.00 2.573 3.00 0.00 0.00 o 0.00 4.21 0.31674 .094812 0.40 0.840 0.00 1056.95 1246.43 1.173 1247.608 64.2 25.06 9.750 1257.358 0.00 2.573 3.00 0.00 0.00 0 0.00 3.62 0.31674 .083182 0.30 0.840 0.00 1060.57 1247.58 1.215 1248.796 64.2 23.89 8.864 1257.660 0.00 2.573 3.00 0.00 0.00 o 0.00 3.12 0.31674 .073015 0.23 0.840 0.00 1063.69 1248.57 1.260 1249.830 64.2 22.78 8.059 1257.889 0.00 2.573 3.00 0.00 0.00 o 0.00 2.72 0.31674 .064128 0.17 0.840 0.00 1066.41 1249.43 1.306 1250.737 64.2 21.73 7.329 1258.086 0.00 2.573 3.00 0.00 0.00 0 0.00 2.37 0.31674 .058331 0.13 0.840 0.00 . ~?, LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 . WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 line C File: R3C.wSP 4/13/01 REV. 9/26/01 & 11113/01 STATION INVERT DEPTH W.S. 0 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 -******--*********-* ***---- 1068.78 1250.18 1.354 1251.537 64.2 20.71 6.660 1258.197 0.00 2.573 3.00 0.00 0.00 0 0.00 2.08 0.31674 .049519 0.10 0.840 0.00 1070.86 1250.84 1.405 1252.245 64.2 19.75 6.056 1258.301 0.00 2.573 3.00 0.00 0.00 0 0.00 1.82 0.31674 .043563 0.08 0.840 0.00 1072.68 1251.42 1.458 1252.875 64.2 18.83 5.504 1258.379 0.00 2.573 3.00 0.00 0.00 0 0.00 1.60 0.31674 .038339 0.06 0.840 0.00 1074.28 1251.92 1.513 1253.436 64.2 17.95 5.005 1258.441 0.00 2.573 3.00 0.00 0.00 0 0.00 1.40 0.31674 .033772 0.05 0.840 0.00 1075.68 1252.37 1.572 1253.939 64.2 17.12 4.549 1258.488 0.00 2.573 3.00 0.00 0.00 0 0.00 1.22 0.31674 .029778 0.04 0.840 0.00 1076.90 1252.76 1.633 1254.389 64.2 16.32 4.135 1258.524 0.00 2.573 3.00 0.00 0.00 0 0.00 . 1.08 0.31674 .026271 0.03 0.840 0.00 1077.98 1253.10 1.697 1254.793 64.2 15.56 3.759 1258.552 0.00 2.573 3.00 0.00 0.00 0 0.00 0.93 0.31674 .023204 0.02 0.840 0.00 .1078.91 1253.39 1.765 1255.156 64.2 14.84 3.418 1258.574 0.00 2.573 3.00 0.00 0.00 0 0.00 0.81 0.31674 .020525 0.02 0.840 0.00 1079.72 1253.65 1.837 1255.484 64.2 14.15 3.108 1258.592 0.00 2.573 3.00 0.00 0.00 0 0.00 0.69 0.31674 .018180 0.01 0.840 0.00 1080.41 1253.87 1.913 1255.779 64.2 13.49 2.825 1258.604 0.00 2.573 3.00 0.00 0.00 0 0.00 0.58 0.31674 .016133 0.01 0.840 0.00 1080.99 1254.05 1.995 1256.045 64.2 12.86 2.568 1258.613 0.00 2.573 3.00 0.00 0.00 0 0.00 0.39 0.16333 .014853 0.01 0.995 0.00 ] , I I ! ~ . ~6.... LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 . WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 line C File: R3C.wSP 4/13/01 REV. 9/26/01 & 11/13/01 STATiON INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR *-***-************ ~~ -....- - 1081.38 1254.11 2.027 1256.141 64.2 12.63 2.477 1258.618 0.00 2.573 3.00 0.00 0.00 0 0.00 0.91 0.16333 .013735 0.01 0.995 0.00 1082.29 1254.26 2.116 1256.379 64.2 12.04 2.252 1258.631 0.00 2.573 3.00 0.00 0.00 0 0.00 0.72 0.16333 .012262 0.01 0.995 0.00 1083.01 1254.38 2.213 1256.593 64.2 11.48 2.047 1258.640 0.00 2.573 3.00 0.00 0.00 0 0.00 0.52 0.16333 .010993 0.01 0.995 0.00 1083.53 1254.46 2.319 1256.784 64.2 10.95 1.861 1258.645 0.00 2.573 3.00 0.00 0.00 0 0.00 0.34 0.16333 .009912 0.00 0.995 0.00 1083.87 1254.52 2.437 1256.957 64.2 10.44 1.692 1258.649 0.00 2.573 3.00 0.00 0.00 0 0.00 0.12 0.16333 .009015 0.00 0.995 0.00 1083.99 1254.54 2.573 1257.113 64.2 9.95 1.537 1258.650 0.00 2.573 3.00 0.00 0.00 0 0.00 . 7.58 0.00500 .008345 0.08 3.000 0.00 1091.57 1254.58 2.738 1257.316 64.2 9.49 1.398 1258.714 0.00 2.573 3.00 0.00 0.00 0 0.00 40.36 0.00500 .008599 0.35 3.000 0.00 1131.931254.78 3.000 1257.780 64.2 9.08 1.281 1259.061 0.00 2.573 3.00 0.00 0.00 0 0.00 68.10 0.00500 .009194 0.63 3.000 0.00 1200.03 1255.12 3.291 1258.411 64.2 9.08 1.281 1259.692 0.00 2.573 3.00 0.00 0.00 0 0.00 35.34 0.00509 .009265 0.33 3.000 0.00 1235.37 1255.30 3.694 1258.994 64.2 9.08 1.281 1260.275 0.00 2.573 3.00 0.00 0.00 0 0.00 25.75 0.00505 .009265 0.24 3.000 0.00 1261.12 1255.43 3.867 1259.297 64.2 9.08 1.281 1260.578 0.00 2.573 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00429 .006522 0.03 0.00 . ~-5 . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 lineC File: R3C.wSP 4/13101 REV. 9/26101 & 11/13/01 PAGE 4 STATION INVERT DEPTH W.S. 0 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 u u ......***.......*-.***_............***..............._..............1 1 .~..- 1265.78 1255.45 4.975 1260.425 41.0 5.80 0.522 1260.947 0.00 2.086 3.00 0.00 0.00 0 0.00 100.04 0.00500 .003779 0.38 2.162 0.00 1365.82 1255.95 4.853 1260.803 41.0 5.80 0.522 1261.325 0.00 2.086 3.00 0.00 0.00 0 0.00 312.91 0.00498 .003779 1.18 2.164 0.00 1678.73 1257.51 4.558 1262.068 41.0 5.80 0.522 1262.590 0.00 2.086 3.00 0.00 0.00 0 0.00 JUNCT STR 0.10021 .005995 0.03 0.00 1683.42 1257.98 4.174 1262.154 20.5 6.52 0.661 1262.815 0.00 1.624 2.00 0.00 0.00 0 0.00 23.74 0.00505 .008212 0.19 2.000 0.00 1707.16 1258.10 4.365 1262.465 20.5 6.52 0.661 1263.126 0.00 1.624 2.00 0.00 0.00 0 0.00 /'Il;rx u S. w-:,~L...= I?&(.I-H)'+ 0, Z(&.,() I Ill, L. ~() ~<r, 1:.f).wsl1 PE!ge 1 . . . -~_.._;- ~.~ o T1 LINE 800 T2 Storm Drain Lateral C1 100 Year Discharge T3 5/03/01 & 11/13/01 FPG FILE: C1.wSP Q FILE = QC1.wSP SO 102.211258.00 1 .013 1262.15 R 137.721258.80 1 .013 SH 1 CD 1 4 2.0 ~\ . . . PAGE NO 3 F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 800 HEADING LINE NO 2 IS - Storm Drain Lateral C1100 Year Discharge HEADING LINE NO 3 IS - 5/03/01 & 11/13/01 FPG FILE: C1.wSP 0 FILE = OC1.wSP ~~ .. . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . U1S DATA STATION INVERT SECT 102.211258.00 1 W S ELEV 1262.15 ELEMENT NO 2 is A REACH UIS DATA STATION INVERT SECT 137.721258.80 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 is A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 137.721258.80 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EOUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC \,0.... . . . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTiNG PAGE 1 LINE 800 Storm Drain Lateral C1100 Year Discharge 5/03/01 & 11/13/01 FPG FILE: C1.wSP 0 FILE = OC1.wSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV o VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DiA ID NO. PiER ZR UELEM SO SF AVE HF NORM DEPTH 102.21 1258.00 4.150 1262.150 20.5 6.52 0.661 1262.811 0.00 1.624 2.00 0.00 0.00 0 0.00 35.51 0.02253 .008212 0.29 1.120 0.00 137.72 1258.80 3.642 1262.442 20.5 6.52 0.661 1263.103 0.00 1.624 2.00 0.00 0.00 0 0.00 t-l4.!( u ::s w ~;F- (.,:; IUeZ-. '-i-t-rL +D, "l.(1",(' i'):. hc'l ,')7 ,1P 'C2.WSfl ._-~ pig~1j . . . o T1 LI NE 800 T2 Storm Drain Lateral C2 100 Year Discharge T3 10/01/01 FPG FILE: C2.wSP Q FILE = QC2.wSP SO 102.121256.21 1 .013 1260.43 R 120.751256.30 1 .013 SH 1 CD 1 4 1.50 ,~ . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTiNG HEADING LINE NO 1 IS- LINE 800 HEADING LINE NO 2 IS - Storm Drain Lateral C2 100 Year Discharge HEADING LINE NO 3 IS - 10/01/01 FPG FILE: C2.wSP 0 FILE = OC2.wSP PAGE NO 3 ~ . . . Fa 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTiNG ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 102.121256.21 1 W S ELEV 1260.43 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 120.751256.30 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 120.751256.30 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION is NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GiVEN IS LESS THAN OR EOUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = iNV + DC ,,1> . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING LINE 800 Storm Drain Lateral C2 100 Year Discharge 10/01101 FPG FILE: C2.wSP 0 FILE = OC2.wSP PAGE 1 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL PiER o UELEM SO SF AVE HF NORM DEPTH ***-*****-**_.._---*--- 1.50 0.00 0.00 0 0.00 102.12 1256.21 4.220 1260.430 11.6 6.58 0.669 1261.099 0.00 1.298 18.63 0.00483 1.500 .012195 0.23 120.75 1256.30 4.357 1260.657 11.6 6.56~ 0.669 1261.326 0.00 1.298 Mkx. \J ~ w;l'l"'IZ!.o,r,S7-rO'L(,l<"<f) -=rnO,HI HGT/ BASEl ZL NO DiA ID NO. ZR 0.00 1.50 0.00 0.00 0 0.00 \'/;~ ~ C3.ws~ . . . -~. o T1 LINE 800 T2 Storm Drain Lateral C3 100 Year Discharge T310/01/01 FPG FILE: C3.wSP Q FILE = QC3.wSP SO 101.781256.14 1 .013 1260.43 R 131.701256.29 1 .013 SH 1 CD 1 4 1.50 .~ ~ge1il \~ . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE 800 HEADING LINE NO 2 IS - Storm Drain Lateral C3 .100 Year Discharge HEADING LINE NO 3 IS - 10101101 FPG FILE: C3.wSP 0 FiLE = QC3.wSP PAGE NO 3 1fP . . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 IS A SYSTEM OUTLET . UIS DATA STATION INVERT SECT 101.781256.14 1 W S ELEV 1260.43 ELEMENT NO 2 IS A REACH UIS DATA STATION iNVERT SECT 131.701256.29 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 131.701256.29 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION is NOW BEGiNNING .. WARNiNG NO.2" - WATER SURFACE ELEVATION GIVEN is LESS THAN OR EOUALS iNVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC . W S ELEV ~ . . . LICENSEE: R.B.F. & ASSOC. - SAN DiEGO F0515P WATER SURFACE PROFILE LISTING LINE 800 Storm Drain Lateral C3 100 Year Discharge 10/01101 FPG FILE: C3.wSP 0 FILE = OC3.wSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV o VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH PAGE 1 UELEM SO ZR DIA ID NO. PIER HGTI BASEl ZL NO SF AVE HF NORM DEPTH "'*******-_.......__...---***-******--*****-*-*-***** 1.50 0.00 0.00 0 0.00 - 101.78 1256.14 4.290 1260.430 11.6 6.56 0.669 1261.099 0.00 1.298 29.92 0.00501 .012195 0.36 1.500 0.00 1.50 0.00 0.00 0 0.00 131.70 1256.29 4.505 1260.795 11.6 6.56 0.669 1261.464 0.00 1.298 M4k U":;;> f.u 1>1:: /... ':'. /('0,'" q r f (J, 1/r.(",1) 17.(, 0, '1 3 I ,\1,,'b 11F1100.wsp . . . o T1BASIN1100 NODES1101-1126 T2 LINE F 100-YEAR T3 8/16/01 rev. 11/19/01 FPG FILE: F1100WSP Q FILE = QF1100WSP SO 1009.311232.02 1 .013 1241.27 R 1040.681237.57 1 .013 R 1074.921243.64 1 .013 90. 1 JX 1081.921243.76 1 2 2.013 16.7 16.71244.201244.2033. 52. R 1372.161249.10 1 .013 R 1376.831249.15 1 .013 R 1408.091249.46 1 .013 R 1430.891249.69 1 .013 R 1642.981251.81 1 .013 JX 1642.981251.81 1 3 .013 22.0 R 1667.901252.06 1 .013 R 1684.801252.23 1 .013 SH 1 CD 1 4 CD 24 CD 34 3.0 2.0 3.0 - " - -=-- pagiJ: 1 3. 27. 1251.84 64. 37. \"" F 0 5 1 5 P PAGE NO 3 . WATER SURFACE PROFILE - TITLE CARD LISTING HEADiNG LINE NO 1 is- BASIN 1100 NODES 1101 -1126 HEADING LINE NO 2 IS - LINE F 100-YEAR HEADING LINE NO 3 is - 8/16/01 rev. 11119101 FPG FILE: F1100.wSP 0 FILE = OF1100.wSP . . ,,?fJ . I . Ii I I , I' ,I II Ii I I . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION iNVERT SECT 1009.31 1232.02 1 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1040.681237.57 1 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT 1074.921243.64 1 0.013 W S ELEV 1241.27 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADiUS ANGLE ANG PT MAN H 0.00 90.00 0.00 1 ELEMENT NO 4 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT -4 PHi 3 PHI4 1081.921243.76 1 2 2 0.013 16.7 16.7 1244.20 1244.20 33.00 52.00 ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT SECT 1372.161249.10 1 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT 1376.831249.15 1 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT 1408.091249.46 1 0.013 ELEMENT NO 8 IS A REACH UIS DATA STATION INVERT SECT 1430.891249.69 1 0.013 ELEMENT NO 9 IS A REACH U/S DATA STATION iNVERT SECT 1642.981251.81 1 0.013 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 1 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 3.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 27.00 0.00 0 ELEMENT NO 10 IS A JUNCTION UIS DATA STATiON INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3iNVERT-4 PHI3 PHI4 1642.981251.81 1 3 0 0.013 22.0 0.0 1251.84 0.00 37.00 0.00 THE ABOVE ELEMENT CONTAINED AN iNVERT ELEV WHiCH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 11 IS A REACH . .. U/S DATA STATION iNVERT SECT 1667.90 1252.06 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 64.00 0.00 0 ,\1:>\ . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 is A REACH U/S DATA STATION INVERT SECT 1684.80 1252.23 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 13 IS A SYSTEM HEADWORKS U1S DATA STATION INVERT SECT W S ELEV 1684.801252.23 1 0.00 NO EDiT ERRORS ENCOUNTERED-COMPUTATiON is NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EOUALS INVERT ELEVATiON IN HDWKDS, W.S.ELEV = iNV + DC ~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING BASIN 1100 NODES 1101 -1126 L1NEF 100- YEAR 8/16/01 rev. 11119/01 FPG FILE: F1100.wSP o FILE = OF11 OO.wSP STATION INVERT DEPTH W.S. 0 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 *******-********-*_..***-******......*******..._********..****_.-***-_.*.._*-************................_-- 1009.31 1232.02 9.250 1241.270 77.4 10.95 1.862 1243.132 0.00 2.745 3.00 0.00 0.00 0 0.00 16.35 0.17692 .013466 0.22 1.076 0.00 1025.66 1234.91 6.583 1241.496 77.4 10.95 1.862 1243.358 0.00 2.745 3.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1025.66 1234.91 1.348 1236.261 77.4 25.14 9.812 1246.073 0.00 2.745 3.00 0.00 0.00 0 0.00 0.16 0.17692 .078010 0.01 1.076 0.00 1025.82 1234.94 1.348 1236.289 77.4 25.13 9.806 1246.095 0.00 2.745 3.00 0.00 0.00 0 0.00 8.12 0.17692 .073279 0.60 1.076 0.00 1033.94 1236.38 1.398 1237.776 77.4 23.96 8.916 1246.692 0.00 2.745 3.00 0.00 0.00 0 0.00 6.74 0.17692 .064450 0.43 1.076 0.00 . 1040.68 1237.57 1.451 1239.021 77.4 22.85 8.109 1247.130 0.00 2.745 3.00 0.00 0.00 0 0.00 3.25 0.17728 .058284 0.19 1.075 0.00 1043.93 1238.14 1.481 1239.626 77.4 .22.25 7.690 1247.316 0.00 2.745 3.00 0.00 0.00 0 0.00 5.17 0.17728 .052871 0.27 1.075 0.00 1049.10 1239.06 1.537 1240.599 77.4 21.22 6.990 1247.589 0.00 2.745 3.00 0.00 0.00 0 0.00 4.40 0.17728 .046585 0.20 1.075 0.00 1053.50 1239.84 1.597 1241.440 77.4 20.23 6.355 1247.795 0.00 2.745 3.00 0.00 0.00 0 0.00 3.79 0.17728 .041084 0.16 1.075 0.00 1057.29 1240.51 1.659 1242.173 77.4 19.29 5.779 1247.952 0.00 2.745 3.00 0.00 0.00 0 0.00 3.25 0.17728 .036265 0.12 1.075 0.00 1060.54 1241.09 1.725 1242.817 77.4 18.39 5.253 1248.070 0.00 2.745 3.00 0.00 0.00 0 0.00 2.82 0.17728 .032048 0.09 1.075 0.00 . ,,~ . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING BASIN 1100 NODES 1101 -1126 LINE F 100- YEAR 8/16/01 rev. 11/19/01 FPG FILE: F1100.wSP o FILE = OF11 OO.wSP STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA iDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR *****..........*'"***********-*******************-*************************-***.*******----........******************... 1063.36 1241.59 1.794 1243.384 77.4 17.54 4.775 1248.159 0.00 2.745 3.00 0.00 0.00 0 0.00 2.42 0.17728 .028360 0.07 1.075 0.00 1065.78 1242.02 1.868 1243.887 77.4 16.72 4.341 1248.228 0.00 2.745 3.00 0.00 0.00 0 0.00 2.08 0.17728 .025139 0.05 1.075 0.00 1067.86 1242.39 1.946 1244.334 77.4 15.94 3.947 1248.281 0.00 2.745 3.00 0.00 0.00 0 0.00 1.77 0.17728 .022326 0.04 1.075 0.00 1069.63 1242.70 2.030 1244.732 77.4 15.20 3.588 1248.320 0.00 2.745 3.00 0.00 0.00 0 0.00 1.50 0.17728 .019879 0.03 1.075 0.00 1071.13 1242.97 2.120 1245.088 77.4 14.49 3.262 1248.350 0.00 2.745 3.00 0.00 0.00 0 0.00 1.25 0.17728 .017751 0.02 1.075 0.00 . 1072.38 1243.19 2.217 1245.407 77.4 13.82 2.965 1248.372 0.00 2.745 3.00 0.00 0.00 0 0.00 1.02 0.17728 .015914 0.02 1.075 0.00 1073.40 1243.37 2.323 1245.693 77.4 13.18 2.696 1248.389 0.00 2.745 3.00 0.00 0.00 0 0.00 0.78 0.17728 .014350 0.01 1.075 0.00 1074.18 1243.51 2.441 1245.949 77.4 12.56 2.451 1248.400 0.00 2.745 3.00 0.00 '0.00 0 0.00 0.52 0.17728 .013060 0.01 1.075 0.00 1074.70 1243.60 2.577 1246.179 77.4 11.98 2.228 1248.407 0.00 2.745 3.00 0.00 0.00 0 0.00 0.22 0.17728 .012104 0.00 1.075 0.00 1074.92 1243.64 2.745 1246.385 77.4 11.42 2.024 1248.409 0.00 2.745 3.00 0.00 0.00 0 0.00 JUNCT STR 0.01714 .008037 0.06 0.00 1081.92 1243.76 4.838 1248.598 44.0 6.22 0.602 1249.200 0.00 2.161 3.00 0.00 0.00 0 0.00 130.06 0.01840 .004352 0.57 1.475 0.00 . \?;Jt. . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING BASIN 1100 NODES 1101-1126 LINE F 100-YEAR 8/16/01 rev. 11/19/01 FPG FILE: F1100.wSP o FILE = OF11 OO.wSP STATiON INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR -***-*-****--***********************************.*--............,..***********--****.**********.*- 1211.98 1246.15 3.011 1249.164 44.0 6.22 0.602 1249.766 0.00 2.161 3.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1211.98 1246.15 1.509 1247.662 44.0 12.36 2.372 1250.034 0.00 2.161 3.00 0.00 0.00 0 0.00 51.69 0.01840 .016782 0.87 1.475 0.00 1263.67 1247.10 1.523 1248.627 44.0 12.20 2.312 1250.939 0.00 2.161 3.00 0.00 0.00 0 0.00 52.42 0.01840 .015515 0.81 1.475 0.00 1316.09 1248.07 1.582 1249.650 44.0 11.63 2.102 1251.752 0.00 2.161 3.00 0.00 0.00 0 0.00 27.36 0.01840 .013682 0.37 1.475 0.00 1343.45 1248.57 1.644 1250.216 44.0 11.09 1.910 1252.126 0.00 2.161 3.00 0.00 0.00 0 0.00 17.190.01840 .012076 0.21 1.475 0.00 . 1360.64 1248.89 1.709 1250.597 44.0 10.58 1.737 1252.334 0.00 2.161 3.00 0.00 0.00 0 0.00 11.52 0.01840 .010670 0.12 1.475 0.00 1372.16 1249.10 1.778 1250.878 44.0 10.08 1.579 1252.457 0.00 2.161 3.00 0.00 0.00 0 0.00 4.67 0.01071 .009990 0.05 1.740 0.00 1376.83 1249.15 1.781 1250.931 44.0 10.06 1.573 1252.504 0.00 2.161 3.00 0.00 0.00 0 0.00 31.26 0.00992 .009984 0.31 1.783 0.00 1408.09 1249.46 1.779 1251.239 44.0 10.08 1.578 1252.817 0.00 2.161 3.00 0.00 0.00 0 0.00 22.80 0.01009 .009990 0.23 1.773 0.00 1430.89 1249.69 1.780 1251.470 44.0 10.07 1.575 1253.045 0.00 2.161 3.00 0.00 0.00 0 0.00 16.35 0.01000 .009978 0.16 1.780 0.00 1447.24 1249.85 1.780 1251.633 44.0 10.07 1.575 1253.208 0.00 2.161 3.00 0.00 0.00 0 0.00 120.63 0.01000 .009608 1.16 1.780 0.00 . / ,,'19 . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING BASIN 1100 NODES 1101-1126 LINE F 100-YEAR 8/16/01 rev. 11/19101 FPG FILE: F1100.wSP o FILE = OF1100.wSP PAGE 4 STATiON INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR --*--*--**-***---***.~. ---*-**--***********--*********-**.***--*- 1567.87 1251.06 1.825 1252.884 44.0 9.77 1.483 1254.367 0.00 2.161 3.00 0.00 0.00 0 0.00 46.52 0.01000 .008710 0.41 1.780 0.00 1614.39 1251.52 1.900 1253.424 44.0 9.32 1.348 1254.772 0.00 2.161 3.00 0.00 0.00 0 0.00 18.30 0.01000 .007727 0.14 1.780 0.00 1632.69 1251.71 1.981 1253.688 44.0 8.88 1.225 1254.913 0.00 2.161 3.00 0.00 0.00 0 0.00 8.13 0.01000 .006870 0.06 1.780 0.00 1640.82 1251.79 2.067 1253.855 44.0 8.47 1.114 1254.969 0.00 2.161 3.00 0.00 0.00 0 0.00 2.16 0.01000 .006120 0.01 1.780 0.00 1642.98 1251.81 2.161 1253.971 44.0 8.07 1.012 1254.983 0.00 2.161 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00000 .003429 0.00 0.00 . 1642.98 1251.81 3.312 1255.122 22.0 3.11 0.150 1255.272 0.00 1.509 3.00 0.00 0.00 0 0.00 24.92 0.01003 .001088 0.03 1.184 0.00 1667.90 1252.06 3.114 1255.174 22.0 3.11 0.150 1255.324 0.00 1.509 3.00 0.00 0.00 0 0.00 12.76 0.01006 .001079 0.01 1.183 0.00 1680.66 1252.19 3.000 1255.188 22.0 3.11 0.150 1255.338 0.00 1.509 3.00 0.00 0.00 0 0.00 4.14 0.01006 .001031 0.00 1.183 0.00 1684.80 1252.23 2.961 1255.191 22.0 3.12 0.151 1255.342 0.00 1.509 3.00 0.00 0.00 0 0.00 (iIflt U'J (.",.{../:,,!':: 'l sS' ./qt+O, -Z..(I') I) _ ..., "t f _ 11)')' L V . \1? II Newg.~sp . . . --- --"...~- o T1 BASIN 1100 NODES 1127 -1140 T2 LINE G REVISED 100-YEAR T3 NEWGWSP rev. 11/19/01 SO 1009.311232.021 .013 1241.27 R 1039.561240.01 1 .013 R 1075.431240.64 1 .013 91. R 1119.121241.14 1 .013 R 1154.501242.03 1 .013 90. R 1186.911242.60 1 .013 1 JX 1191.571243.60 2 2 2.013 5.4 3.31243.601243.6085. 75. R 1237.931245.67 2 .013 R 1365.361251.37 2 .013 25 R 1398.671252.86 2 .013 85. R 1406.311253.20 2 .013 R 1424.051253.99 2 .013 45. R 1435.361254.50 2 .013 SH 2 CD 1 4 2.5 CD 2 4 1.5 --- ~~~--- P-ag~ t ,\,,?\ . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTiNG HEADING LINE NO 1 IS- BASIN 1100 NODES 1127 -1140 HEADiNG LINE NO 2 is - LINE G REVISED 100-YEAR HEADING LINE NO 3 IS - NEWG.wSP rev. 11/19/01 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 1009.31 1232.02 1 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1039.561240.01 1 0.013 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT 1075.431240.64 1 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 1119.121241.14 1 0.013 ELEMENT NO 5 is A REACH U/S DATA STATION INVERT SECT 1154.501242.03 1 0.013 ELEMENT NO 6 IS A REACH UIS DATA STATION INVERT SECT 1186.91 1242.60 1 0.013 W S ELEV 1241.27 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADiUS ANGLE ANG PT MAN H 0.00 91.00 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 90.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 ELEMENT NO 7 IS A JUNCTION U1S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1191.571243.60 2 2 20.013 5.4 3.3 1243.60 1243.6085.00 75.00 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT 1237.93 1245.67 2 0.013 ELEMENT NO 9 IS A REACH . . UIS DATA STATION INVERT SECT 1365.361251.37 2 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT 1398.671252.86 2 0.013 ELEMENT NO 11 is A REACH U1S DATA STATION INVERT SECT 1406.311253.20 2 0.013 ELEMENT NO 121S A REACH UIS DATA STATION INVERT SECT 1424.051253.99 2 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 25.00 0.00 0 N RADiUS ANGLE ANG PT MAN H 0.00 85.00 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 45.00 0.00 0 ~ . . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 13 is A REACH . . U/S DATA STATION iNVERT SECT 1435.361254.50 2 0.013 PAGE NO 3 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 14 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 1435.361254.50 2 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNiNG .. WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN is LESS THAN OR EOUALS INVERT ELEVATION iN HDWKDS, W.S.ELEV = iNV + DC vP LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 . WATER SURFACE PROFILE LISTING BASIN 1100 NODES 1127 -1140 LINE G REVISED 100-YEAR NEWG.wSP rev. 11119/01 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTi BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DiA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR *-*--****..********..._---*-*---**_........****--*-*******...*******--*******-**************-* 1009.31 1232.02 9.250 1241.270 24.8 5.05 0.396 1241.666 0.00 1.697 2.50 0.00 0.00 0 0.00 24.31 0.26413 .003656 0.09 0.580 0.00 1033.62 1238.44 2.918 1241.360 24.8 5.05 0.396 1241.756 0.00 1.697 2.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1033.62 1238.44 0.935 1239.377 24.8 14.81 3.404 1242.781 0.00 1.697 2.50 0.00 0.00 0 0.00 0.05 0.26413 .041201 0.00 0.580 0.00 1033.67 1238.45 0.935 1239.390 24.8 14.80 3.400 1242.790 0.00 1.697 2.50 0.00 0.00 0 0.00 1.22 0.26413 .038631 0.05 0.580 0.00 1034.89 1238.78 0.969 1239.746 24.8 14.11 3.090 1242.836 0.00 1.697 2.50 0.00 0.00 0 0.00 1.07 0.26413 .033896 0.04 0.580 0.00 1035.96 1239.06 1.004 1240.063 24.8 13.45 2.809 1242.872 0.00 1.697 2.50 0.00 0.00 0 0.00 . 0.93 0.26413 .029743 0.03 0.580 0.00 1036.89 1239.31 1.040 1240.346 24.8 12.82 2.553 1242.899 0.00 1.697 2.50 0.00 0.00 0 0.00 0.81 0.26413 .026118 0.02 0.580 0.00 1037.70 1239.52 1.079 1240.599 24.8 12.22 2.320 1242.919 0.00 1.697 2.50 0.00 0.00 0 0.00 0.71 0.26413 .022953 0.02 0.580 0.00 1038.41 1239.71 1.119 1240.826 24.8 11.65 2.109 1242.935 0.00 1.697 2.50 0.00 0.00 0 0.00 0.62 0.26413 .020171 0.01 0.580 0.00 1039.03 1239.87 1.160 1241.031 24.8 11.12 1.919 1242.950 0.00 1.697 2.50 0.00 0.00 0 0.00 0.53 0.26413 .017738 0.01 0.580 0.00 1039.56 1240.01 1.204 1241.214 24.8 10.60 1.744 1242.958 0.00 1.697 2.50 0.00 0.00 0 0.00 35.87 0.01756 .018174 0.58 1.183 0.00 . \~\ . LICENSEE: RB.F. &ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFiLE LiSTING BASIN 1100 NODES 1127 - 1140 LINE G REVISED 100-YEAR NEWG.wSP rev. 11119/01 PAGE 2 STATION INVERT DEPTH W.S. 0 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 ---****----**-*********************************...._***.......***********-***-*-******-**-**-*****....****** 1075.43 1240.64 1.223 1241.863 24.8 10.39 1.675 1243.538 0.00 1.697 2.50 0.00 0.00 0 0.00 3.51 0.01144 .015879 0.06 1.344 0.00 1078.94 1240.68 1.217 1241.897 24.8 10.46 1.697 1243.594 0.00 1.697 2.50 0.00 0.00 0 0.00 22.03 0.01144 .017105 0.38 1.344 0.00 1100.97 1240.93 1.172 1242.104 24.8 10.96 1.867 1243.971 0.00 1.697 2.50 0.00 0.00 0 0.00 18.15 0.01144 .019447 0.35 1.344 0.00 1119.12 1241.14 1.131 1242.271 24.8 11.50 2.055 1244.326 0.00 1.697 2.50 0.00 0.00 0 0.00 16.22 0.02516 .020010 0.32 1.070 0.00 1135.34 1241.55 1.153 1242.701 24.8 11.21 1.952 1244.653 0.00 1.697 2.50 0.00 0.00 0 0.00 19.16 0.02516 .018156 0.35 1.070 0.00 1154.50 1242.03 1.196 1243.226 24.8 10.69 1.774 1245.000 0.00 1.697 2.50 0.00 0.00 0 0.00 . 32.41 0.01759 .016770 0.54 1.183 0.00 1186.91 1242.60 1.206 1243.806 24.8 10.58 1.738 1245.544 0.00 1.697 2.50 0.00 0.00 0 0.00 JUNCT STR 0.21459 .030404 0.14 0.00 1191.57 1243.60 0.950 1244.550 16.1 13.64 2.891 1247.441 0.00 1.426 1.50 0.00 0.00 0 0.00 46.36 0.04465 .044262 2.05 0.950 0.00 1237.93 1245.67 0.950 1246.820 16.1 13.64 2.891 1249.511 0.00 1.426 1.50 0.00 0.00 0 0.00 52.77 0.04473 .044262 2.34 0.950 0.00 1290.70 1248.03 0.950 1248.981 16.1 13.64 2.891 1251.872 0.00 1.426 1.50 0.00 0.00 0 0.00 74.66 0.04473 .041943 3.13 0.950 0.00 1365.36 1251.37 0.987 1252.357 16.1 13.06 2.648 1255.005 0.00 1.426 1.50 0.00 0.00 0 0.00 11.72 0.04473 .038845 0.46 0.950 0.00 . \~'V . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTiNG BASIN 1100 NODES 1127 -1140 LINE G REVISED 100- YEAR NEWG.wSP rev. 11119/01 PAGE 3 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRiTICAL HGTI BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA iDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR **********--*---*****..........**----"*"**"**...._-*--*---*-*-******.***-***.......****-*-_...._***** 1377.08 1251.89 1.001 1252.895 16.1 12.84 2.560 1255.455 0.00 1.426 1.50 0.00 0.00 0 0.00 21.59 0.04473 .035991 0.78 0.950 0.00 1398.67 1252.86 1.045 1253.905 16.1 12.24 2.328 1256.233 0.00 1.426 1.50 0.00 0.00 0 0.00 7.64 0.04450 .032948 0.25 0.950 0.00 1406.31 1253.20 1.069 1254.269 16.1 11.95 2.218 1256.487 0.00 1.426 1.50 0.00 0.00 0 0.00 10.12 0.04453 .030411 0.31 0.950 0.00 1416.43 1253.65 1.115 1254.766 16.1 11.43 2.027 1256.793 0.00 1.426 1.50 0.00 0.00 0 0.00 7.62 0.04453 .027391 0.21 0.950 0.00 1424~05 1253.99 1.169 1255.159 16.1 10.89 1.843 1257.002 0.00 1.426 1.50 0.00 0.00 0 0.00 2.06 0.04509 .025470 0.05 0.940 0.00 1426.11 1254.08 1.189 1255.272 16.1 10.71 1.782 1257.054 0.00 1.426 1.50 0.00 0.00 0 0.00 . 4.66 0.04509 .023867 0.11 0.940 0.00 1430.77 1254.29 1.252 1255.545 16.1 10.22 1.621 1257.166 0.00 1.426 1.50 0.00 0.00 0 0.00 3.16 0.04509 .021874 0.07 0.940 0.00 1433.93 1254.43 1.326 1255.761 16.1 9.74 1.473 1257.234 0.00 1.426 1.50 0.00 0.00 0 0.00 1.43 0.04509 .020682 0.03 0.940 0.00 1435.36 1254.50 1.426 1255.926 16.1 9.28 1.337 1257.263 0.00 1.426 1.50 0.00 0.00 0 0.00 (\'14--<: u':i u.<_ r:= L ::. 1Z5~,q'X, '-+ p,2,fi-3JiJ IZ.Sc::',7.0l . \ Po. 1:; liNe~1.wsp . . . --~== -_. -~-~-'pi;ge'II o T1 BASIN 1100 JOLLE COURT T2 LATERAL G1 T3 8/15/01 FPG REV. 11/19/01 FILE: NEWSG1WSP Q FILE = QNEWG1WSP SO 102.091243.60 1 .013 1244.55 R 126.811244.67 1 .013 SH 1 CD 1 4 1.5 \ I>f'. . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADiNG LINE NO 1 IS- BASiN 1100 JOLLE COURT HEADING LINE NO 2 IS - LATERAL G1 HEADING LINE NO 3 IS - PAGE NO 3 8/15/01 FPG REV. 11119/01 FILE: NEWSG1.wSP 0 FILE = ONEWG1.wSP / \~ . . . F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . UIS DATA STATiON INVERT SECT 102.09 1243.60 1 W S ELEV 1244.55 ELEMENT NO 2 IS A REACH . . UIS DATA STATION iNVERT SECT 126.81 1244.67 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.000 ELEMENT NO 3 IS A SYSTEM HEADWORKS UIS DATA STATiON INVERT SECT W S ELEV 126.811244.67 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EOUALS INVERT ELEVATiON iN HDWKDS, W.S.ELEV = iNV + DC \~I.o LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 . WATER SURFACE PROFILE LISTING BASiN 1100 JOLLE COURT LATERAL G1 8/15/01 FPG REV. 11/19/01 FILE: NEWSG1.wSP o FILE = ONEWG1.wSP STATION INVERT DEPTH W.S. 0 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 --**---************--.....----*********************.*********--********.._*********-*** 102.09 1243.60 0.559 1244.159 5.4 8.99 1.254 1245.413 0.00 0.896 1.50 0.00 0.00 0 0.00 4.82 0.04328 .028858 0.14 0.510 0.00 106.91 1243.81 0.573 1244.381 5.4 8.70 1.174 1245.555 0.00 0.896 1.50 0.00 0.00 0 0.00 4.97 0.04328 .025842 0.13 0.510 0.00 111.88 1244.02 0.593 1244.617 5.4 8.29 1.068 1245.685 0.00 0.896 1.50 0.00 0.00 0 0.00 3.65 0.04328 .022672 0.08 0.510 0.00 115.53 1244.18 0.615 1244.797 5.4 7.91 0.971 1245.768 0.00 0.896 1.50 0.00 0.00 0 0.00 2.83 0.04328 .019904 0.06 0.510 0.00 118.36 1244.30 0.637 1244.941 5.4 7.54 0.883 1245.824 0.00 0.896 1.50 0.00 0.00 0 0.00 2.18 0.04328 .017481 0.04 0.510 0.00 120.54 1244.40 0.661 1245.060 5.4 7.19 0.803 1245.863 0.00 0.896 1.50 0.00 0.00 0 0.00 . 1.72 0.04328 .015370 0.03 0.510 0.00 . 122.26 1244.47 0.686 1245.159 5.4 6.85 0.729 1245.888 0.00 0.896 1.50 0.00 0.00 0 0.00 1.39 0.04328 .013514 0.02 0.510 0.00 123.65 1244.53 0.711 1245.244 5.4 6.54 0.664 1245.908 0.00 0.896 1.50 0.00 0.00 0 0.00 1.06 0.04328 .011884 0.01 0.510 0.00 124.71 1244.58 0.738 1245.317 5.4 6.23 0.602 1245.919 0.00 0.896 1.50 0.00 0.00 0 0.00 0.82 0.04328 .010462 0.01 0.510 0.00 125.53 1244.61 0.766 1245.380 5.4 5.94 0.548 1245.928 0.00 0.896 1.50 0.00 0.00 0 0.00 0.58 0.04328 .009219 0.01 0.510 0.00 126.11 1244.64 0.796 1245.436 5.4 5.67 0.499 1245.935 0.00 0.896 1.50 0.00 0.00 0 0.00 0.40 0.04328 .008131 0.00 0.510 0.00 . ~ \..J \.J \..J LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTiNG BASIN 1100 JOLLE COURT LATERAL G1 8/15/01 FPG REV. 11119/01 FILE: NEWSG1.wSP 0 FiLE = ONEWG1.wSP PAGE 2 STATiON INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV HGTI BASEl ZL NO o VEL VEL ENERGY SUPER CRiTICAL HEAD GRD.EL. ELEV DEPTH DiA ID NO. PiER UELEM SO SF AVE HF ZR NORM DEPTH --......"'---****..............*......,...._***-".,.,."...".......***-- 126.51 1244.66 0.827 1245.484 5.4 5.40 0.453 1245.937 0.00 0.896 1.50 0.00 0.00 0 0.00 0.23 0.04328 0.510 0.00 .007177 0.00 126.74 1244.67 0.860 1245.527 5.4 5.15 0.411 1245.938 0.00 0.896 1.50 0.00 0.00 0 0.00 0.07 0.04328 0.510 0.00 .006334 0.00 126.81 1244.67 0.896 1245.566 5.4 4.90 0.374 1245.940 0.00 0.896 1.50 0.00 0.00 0 0.00 flA.AJr U)L-v~.&L:'= 17. <f.5s(,,(,'-t O.?(3~/'+) = 11.11- S. (. Y. I ,,~ jrNewg2.wsp . . . _.. - ~~,._,'- ~~'-"-'"- - ~- -=-=--:.__.~--- --- ._-~ o T1 BASIN 1100 JOLLE COURT T2 LATERAL G2 T3 8/15/01 REV. 11/19/01 FPG FILE: NEWSG2WSP Q FILE = QNEWG2WSP SO 102.161243.60 1 .013 1244.55 R 115.191244.13 1 .013 SH 1 CD 1 4 1.5 ~._-- 'M_'~~"_._.._' .. Page 11 --.-' ,,~o.. . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTiNG HEADiNG LINE NO 1 IS- BASIN 1100 JOLLE COURT HEADING LINE NO 2 IS - LATERAL G2 HEADING LINE NO 3 IS - 8/15/01 REV. 11119/01 FPG FiLE: NEWSG2.wSP 0 FiLE = ONEWG2.wSP '\~ . . . F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTiNG ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATiON INVERT SECT 102.161243.60' 1 W S ELEV 1244.55 ELEMENT NO 2 IS A REACH U/S DATA STATiON INVERT SECT 115.191244.13 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 115.191244.13 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 ,\"5\ . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING BASIN 1100 JOLLE COURT LATERAL G2 8/15/01 REV. 11119/01 FPG FILE: NEWSG2.wSP o FILE = ONEWG2.wSP STATION INVERT DEPTH W.S. 0 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 -*-**********-----*-*********""'*'""....._******-**-****.****--..._........__........*-****** 102.16 1243.60 0.457 1244.057 3.3 7.24 0.813 1244.870 0.00 0.692 1.50 0.00 0.00 0 0.00 2.24 0.04068 .023163 0.05 0.400 0.00 104.40 1243.69 0.467 1244.158 3.3 7.01 0.762 1244.920 0.00 0.692 1.50 0.00 0.00 0 0.00 2.63 0.04068 .020725 0.05 0.400 0.00 107.03 1243.80 0.484 1244.282 3.3 6.68 0.693 1244.975 0.00 0.692 1.50 0.00 0.00 0 0.00 2.04 0.04068 .018161 0.04 0.400 0.00 109.07 1243.88 0.501 1244.382 3.3 6.37 0.630 1245.012 0.00 0.692 1.50 0.00 0.00 0 0.00 1.59 0.04068 .015914 0.03 0.400 0.00 110.66 1243.95 0.519 1244.465 3.3 6.08 0.574 1245.039 0.00 0.692 1.50 0.00 0.00 0 0.00 1.28 0.04068 .013945 0.02 0.400 0.00 . 111.94 1244.00 0.537 1244.535 3.3 5.79 0.520 1245.055 0.00 0.692 1.50 0.00 0.00 0 0.00 0.96 0.04068 .012226 0.01 0.400 0.00 112.90 1244.04 0.557 1244.594 3.3 5.53 0.474 1245.068 0.00 0.692 1.50 0.00 0.00 0 0.00 0.77 0.04068 .010727 0.01 0.400 0.00 113.67 1244.07 0.577 1244.645 3.3 5.26 0.430 1245.075 0.00 0.692 1.50 0.00 0.00 0 0.00 0.58 0.04068 .009411 0.01 0.400 0.00 114.25 1244.09 0.598 1244.690 3.3 5.02 0.392 1245.082 0.00 0.692 1.50 0.00 0.00 0 0.00 0.45 0.04068 .008256 0.00 0.400 0.00 114.70 1244.11 0.619 1244.729 3.3 4.79 0.356 1245.085 0.00 0.692 1.50 0.00 0.00 0 0.00 0.28 0.04068 .007246 0.00 0.400 0.00 114.98 1244.12 0.642 1244.763 3.3 4.56 0.323 1245.086 0.00 0.692 1.50 0.00 0.00 0 0.00 0.16 0.04068 .006368 0.00 0.400 0.00 . \-6V . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING BASIN 1100 JOLLE COURT LATERAL G2 8/15/01 REV. 11/19/01 FPG FILE: NEWSG2.wSP 0 FILE = ONEWG2.wSP PAGE 2 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO o VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ** ~"~-----**"'*****-" .,,"**"********--...*****"*****--*....**..**-***-*--*-----**-- SF AVE HF NORM DEPTH ZR 115.14 1244.13 0.666 1244.794 3.3 4.35 0.294 1245.088 0.00 0.692 0.05 0.04068 .005585 0.00 1.50 0.00 0.00 0 0.00 115.191244.13 0.692 1244.822 3.3 4.14 0.266 1245.088 0.00 0.692 0.400 0.00 1.50 0.00 0.00 0 0.00 MA)' u ';;, (.uS;; L-= /2 '1'1-_'& (? +0. z- (. z(,(, ,) :; I J Lf I.f. ZV I I I. . \~ Ii Rel.wsp ~- =. -~~- ----- P~ge 111 . . . o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 Storm Drain System L 100 Year Discharge T3 File: REL.WSP 6/19/01 REV. 10/02/01 & 11/13/01 SO 1025.131275.60 1 .013 1276.0 R 1081.911276.95 1 .013 R 1109.231277.60 1 .013 70. R 1137.171278.27 1 .013 R 1141.831278.51 1 .013 1 R 1176.751279.75 1 .013 R 1288.901283.73 1 .013 21. R 1411.201288.07 1 .013 1 JX 1415.861288.57 2 3 .013 12.3 1289.07 45. R 1478.431293.15 2 .013 R 1496.101294.44 2 .013 45. R 1524.501296.52 2 .013 SH 2 CD 1 4 2.5 CD 2 4 2.0 CD 3 4 1.5 ".s~ . . . F0515P WATER SURFACE PROFiLE - TITLE CARD LISTING HEADING LINE NO 1 IS- CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADiNG LINE NO 2 IS - Storm Drain System L 1 00 Year Discharge HEADING LINE NO 3 IS - File: REL.WSP 6/19/01 REV. 10/02101 & 11113/01 PAGE NO 3 --_../ -) '-----.- / \~ . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTiNG ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 1025.131275.60 1 ELEMENT NO 2 IS A REACH . . U/S DATA STATION INVERT SECT 1081.911276.95 1 0.013 ELEMENT NO 3 IS A REACH . . U/S DATA STATION INVERT SECT 1109.231277.60 1 0.013 ELEMENT NO 4 IS A REACH . . . UIS DATA STATION INVERT SECT 1137.171278.27 1 0.013 ELEMENT NO 5 IS A REACH . . U/S DATA STATION INVERT SECT 1141.831278.51 1 0.013 ELEMENT NO 6 IS A REACH . . U/S DATA STATION INVERT SECT 1176.751279.75 1 0.013 ELEMENT NO 7 IS A REACH UIS DATA STATiON INVERT SECT 1288.901283.73 1 0.013 ELEMENT NO 8 IS A REACH UIS DATA STATiON iNVERT SECT 1411.201288.07 1 0.013 W S ELEV 1276.00 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 70.00 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 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 21.00 0.00 0 N RADiUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 ELEMENT NO 9 IS A JUNCTION . . . U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 iNVERT -4 PHI3 PHI4 1415.861288.57 2 3 0 0.013 12.3 0.0 1289.07 0.00 45.00 0.00 ELEMENT NO 10 IS A REACH UIS DATA STATION INVERT SECT 1478.431293.15 2 0.013 ELEMENT NO 11 IS A REACH UIS DATA STATION INVERT SECT 1496.101294.44 2 0.013 ELEMENT NO 121S A REACH . ., U/S DATA STATION INVERT SECT 1524.501296.52 2 0.013 ELEMENT NO 13 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT 1524.501296.52 2 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 W S ELEV 0.00 \~ . . . F0515P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 - _ WATER SURFACE ELEVATiON GIVEN IS LESS THAN OR EOUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ,,'6" . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L 100 Year Discharge File: REL.WSP 6/19/01 REV. 10/02101 & 11/13/01 PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRiTICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR **************-----*** ..************--***************--******* ---* 1025.13 1275.60 1.295 1276.895 35.2 13.71 2.920 1279.815 0.00 2.015 2.50 0.00 0.00 0 0.00 56.78 0.02378 .027825 1.58 1.331 0.00 1081.91 1276.95 1.249 1278.199 35.2 14.35 3.197 1281.396 0.00 2.015 2.50 0.00 0.00 0 0.00 27.32 0.02379 .030934 0.85 1.331 0.00 1109.23 1277.60 1.216 1278.816 35.2 14.85 3.425 1282.241 0.00 2.015 2.50 0.00 0.00 0 0.00 27.94 0.02398 .034554 0.97 1.330 0.00 1137.17 1278.27 1.172 1279.442 35.2 15.58 3.767 1283.209 0.00 2.015 2.50 0.00 0.00 0 0.00 4.66 0.05150 .036223 0.17 1.064 0.00 1141.83 1278.51 1.182 1279.692 35.2 15.41 3.688 1283.380 0.00 2.015 2.50 0.00 0.00 0 0.00 34.92 0.03551 .035699 1.25 1.182 0.00 . 1176.75 1279.75 1.182 1280.932 35.2 15.41 3.688 1284.620 0.00 2.015 2.50 0.00 0.00 0 0.00 3.20 0.03549 .035699 0.11 1.182 0.00 1179.95 1279.86 1.182 1281.045 35.2 15.41 3.688 1284.733 0.00 2.015 2.50 0.00 0.00 0 0.00 108.95 0.03549 .036613 3.99 1.182 0.00 1288.90 1283.73 1.165 1284.895 35.2 15.70 3.828 1288.723 0.00 2.015 2.50 0.00 0.00 0 0.00 26.42 0.03549 .038019 1.00 1.182 0.00 1315.32 1284.87 1.156 1285.824 35.2 15.85 3.900 1289.724 0.00 2.015 2.50 0.00 0.00 0 0.00 61.47 0.03549 .041150 2.53 1.182 0.00 1376.79 1286.85 1.114 1287.963 35.2 16.63 4.293 1292.256 0.00 2.015 2.50 0.00 0.00 0 0.00 34.41 0.03549 .046828 1.61 1.182 0.00 1411.20 1288.07 1.075 1289.145 35.2 17.43 4.720 1293.865 0.00 2.015 2.50 0.00 0.00 0 0.00 JUNCT STR 0.10730 .057873 0.27 0.00 . '\~ . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L 100 Year Discharge File: REL.WSP 6/19/01 REV. 10/02101 & 11/13/01 STATiON INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DiA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ***********-*---------*"'"" -*-***-*._****---*_.-***-**~-- 1415.86 1288.57 0.873 1289.443 22.9 17.39 4.695 1294.138 0.00 1.703 2.00 0.00 0.00 0 0.00 24.90 0.07320 .063404 1.58 0.850 0.00 1440.76 1290.39 0.892 1291.284 22.9 16.90 4.435 1295.719 0.00 1.703 2.00 0.00 0.00 0 0.00 23.18 0.07320 .057241 1.33 0.850 0.00 1463.94 1292.09 0.925 1293.014 22.9 16.10 4.027 1297.041 0.00 1.703 2.00 0.00 0.00 0 0.00 14.49 0.07320 .050338 0.73 0.850 0.00 1478.43 1293.15 0.960 1294.110 22.9 15.38 3.663 1297.773 0.00 1.703 2.00 0.00 0.00 0 0.00 9.80 0.07301 .044428 0.44 0.850 0.00 1488.23 1293.87 0.994 1294.859 22.9 14.68 3.346 1298.205 0.00 1.703 2.00 0.00 0.00 0 0.00 7.87 0.07301 .039256 0.31 0.850 0.00 . 1496.10 1294.44 1.033 1295.473 22.9 14.00 3.042 1298.515 0.00 1.703 2.00 0.00 0.00 0 0.00 3.95 0.07324 .035345 0.14 0.850 0.00 1500.05 1294.73 1.057 1295.788 22.9 13.57 2.861 1298.647 0.00 1.703 2.00 0.00 0.00 0 0.00 5.28 0.07324 .031921 0.17 0.850 0.00 1505.33 1295.12 1.099 1296.215 22.9 12.95 2.602 1298.817 0.00 1.703 2.00 0.00 0.00 0 0.00 4:30 0.07324 .028178 0.12 0.850 0.00 1509.63 1295.43 1.142 1296.573 22.9 12.35 2.366 1298.939 0.00 1.703 2.00 0.00 0.00 0 0.00 3.49 0.07324 .024893 0.09 0.850 0.00 1513.12 1295.69 1.188 1296.875 22.9 11.77 2.150 1299.025 0.00 1.703 2.00 0.00 0.00 0 0.00 2.86 0.07324 .022028 0.06 0.850 0.00 1515.98 1295.90 1.237 1297.133 22.9 11.22 1.955 1299.088 0.00 1.703 2.00 0.00 0.00 0 0.00 2.36 0.07324 .019519 0.05 0.850 0.00 . \1\ . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L 100 Year Discharge File: REL. WSP 6/19/01 REV. 10/02/01 & 11/13101 STATION INVERT DEPTH W.S. 0 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 ------*** ***-*****----*--*-****--*---*--***-***--*..... 1518.34 1296.07 1.288 1297.357 22.9 10.70 1.778 1299.135 0.00 1.703 2.00 0.00 0.00 0 0.00 1.91 0.07324 .017323 0.03 0.850 0.00 1520.25 1296.21 1.343 1297.552 22.9 10.20 1.616 1299.168 0.00 1.703 2.00 0.00 0.00 o 0.00 1.50 0.07324 .015420 0.02 0.850 0.00 1521.75 1296.32 1.403 1297.722 22.9 9.72 1.468 1299.190 0.00 1.703 2.00 0.00 0.00 0 0.00 1.19 0.07324 .013761 0.02 0.850 0.00 1522.94 1296.41 1.466 1297.872 22.9 9.28 1.336 1299.208 0.00 1.703 2.00 0.00 0.00 o 0.00 0.84 0.07324 .012326 0.01 0.850 0.00 1523.78 1296.47 1.536 1298.003 22.9 8.64 1.214 1299.217 0.00 1.703 2.00 0.00 0.00 0 0.00 0.54 0.07324 .011103 0.01 0.850 0.00 . 1524.32 1296.51 1.613 1298.120 22.9 8.43 1.104 1299.224 0.00 1.703 2.00 0.00 0.00 o 0.00 0.18 0.07324 .010083 0.00 0.850 0.00 1524.50 1296.52 1.703 1298.223 22.9 8.04 1.003 1299.226 0.00 1.703 2.00 0.00 0.00 o 0.00 b<'4-..\: DS W:sH'" rU/t.t??' 1'" O. '2[!.063 ') ::-IH't,Ij-t, ( . \(/J !' r;Ref1.~p . . . - o T1 LINE 200 T2 Storm Drain Lateral 100 Year Discharges T3 4/10/01 REV 11/13/01 FILE: REU,WSP SO 102.731289.07 1 .013 1289.44 R 196.541289.54 1 .013 SH 1 CD 1 4 1.5 -.' -- . Page 111 \~ . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 200 HEADiNG LINE NO 2 is - Storm Drain Lateral 100 Year Discharges HEADING LINE NO 3 IS - 4/10/01 REV 11/13/01 FILE: REL1.wSP PAGE NO 3 \l.JJ'V . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFiLE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 102.731289.07 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 196.541289.54 1 0.013 W S ELEV 1289.44 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION iNVERT SECT W S ELEV 196.541289.54 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 \ I..t;"? [i Rel2.wsp . . . -PagEj-1 ,j o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 Storm Drain System L LATERAL L2 100 Year Discharge T3 File: REL2.wSP 10/19/01 & 11/13/01 SO 110.621275.60 1 .013 1276.0 R 116.361276.38 1 .013 R 127.371277.87 1 .013 27. R 148.081280.68 1 .013 JX 151.251281.18 1 1 .013 10.6 1283.18 90. R 192.601281.50 1 .013 SH 1 CD 1 4 2.0 '{/' . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING tiNE NO 1 IS- PAGE NO 3 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - Storm Drain System L LATERAL L2 100 Year Discharge HEADING LINE NO 3 IS - File: REL2.WSP 10/19/01 & 11/13/01 / ,\\P . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . UIS DATA STATION INVERT SECT 110.621275.60 1 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 116.361276.38 1 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT 127.371277.87 1 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 148.081280.68 1 0.013 W S ELEV 1276.00 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 27.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION . . . UIS DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT -4 PHI3 PHI4 151.251281.18 1 1 0 0.013 10.6 0.0 1283.18 0.00 90.00 0.00 ELEMENT NO 6 is A REACH . . U/S DATA STATION INVERT SECT 1926.031281.50 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 . ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1926.031281.50 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" _ WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EOUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC W S ELEV ,\Jo . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTiNG CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LATERAL L2 100 Year Discharge File: REL2.wSP 10/19/01 & 11113/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRiTICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR _**"<1t**_***_**********~~~ .........-.*._~--**---_.****_.*-*-*--** 110.62 1275.60 0.800 1276.400 21.2 18.07 5.072 1281.472 0.00 1.649 2.00 0.00 0.00 0 0.00 5.74 0.13589 .073580 0.42 0.690 0.00 116.36 1276.38 0.823 1277.203 21.2 17.39 4.697 1281.900 0.00 1.649 2.00 0.00 0.00 0 0.00 1.25 0.13533 .068628 0.09 0.690 0.00 117.61 1276.55 0.829 1277.379 21.2 17.21 4.598 1281.977 0.00 1.649 2.00 0.00 0.00 0 0.00 5.39 0.13533 .063494 0.34 0.690 0.00 123.00 1277.28 0.860 1278.138 21.2 16.40 4.174 1282.312 0.00 1.649 2.00 0.00 0.00 o 0.00 4.37 0.13533 .055800 0.24 0.690 0.00 127.37 1277.87 0.892 1278.762 21.2 15.63 3.795 1282.557 0.00 1.649 2.00 0.00 0.00 o 0.00 3.59 0.13568 .049079 0.18 0.690 0.00 . 130.96 1278.36 0.925 1279.282 21.2 14.92 3.456 1282.738 0.00 1.649 2.00 0.00 0.00 0 0.00 3.03 0.13568 .043178 0.13 0.690 0.00 133.99 1278.77 0.959 1279.727 21.2 14.23 3.143 1282.870 0.00 1.649 2.00 0.00 0.00 0 0.00 2.54 0.13568 .037991 0.10 0.690 0.00 136.53 1279.11 0.996 1280.109 21.2 13.56 2.857 1282.966 0.00 1.649 2.00 0.00 0.00 0 0.00 2.17 0.13568 .033462 0.07 0.690 0.00 138.70 1279.41 1.034 1280.441 21.2 12.93 2.598 1283.039 0.00 1.649 2.00 0.00 0.00 0 0.00 1.84 0.13568 .029487 0.05 0.690 0.00 140.54 1279.66 1.074 1280.732 21.2 12.33 2.359 1283.091 0.00 1.649 2.00 0.00 0.00 0 0.00 1.58 0.13568 .028007 0.04 0.690 0.00 142.12 1279.87 1.116 1280.987 21.2 11.76 2.147 1283.134 0.00 1.649 2.00 0.00 0.00 0 0.00 1.33 0.13568 .022968 0.03 0.690 0.00 . '{Q\ . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LATERAL L2 100 Year Discharge File: REL2.wSP 10/19/01 & 11/13/01 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITiCAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ---****-* *_....----***- -_......_--****-- 143.45 1280.05 1.161 1281.213 21.2 11.21 1.952 1283.165 0.00 1.649 2.00 0.00 0.00 0 0.00 1.13 0.13568 .020310 0.02 0.690 0.00 144.58 1280.20 1.208 1281.413 21.2 10.69 1.773 1283.186 0.00 1.649 2.00 0.00 0.00 o 0.00 0.95 0.13568 .017975 0.02 0.690 0.00 145.53 1280.33 1.257 1281.591 21.2 10.19 1.612 1283.203 0.00 1.649 2.00 0.00 0.00 o 0.00 0.78 0.13568 .015934 0.01 0.690 0.00 146.31 1280.44 1.310 1281.750 21.2 9.72 1.466 1283.216 0.00 1.649 2.00 0.00 0.00 0 0.00 0.63 0.13568 .014161 0.01 0.890 0.00 146.94 1280.53 1.367 1281.892 21.2 9.26 1.332 1283.224 0.00 1.649 2.00 0.00 0.00 0 0.00 0.49 0.13568 .012617 0.01 0.690 0.00 . 147.43 1280.59 1.428 1282.020 21.2 8.83 1.212 1283.232 0.00 1.649 2.00 0.00 0.00 0 0.00 0.35 0.13568 .011276 0.00 0.690 0.00 147.78 1280.64 1.494 1282.134 21.2 8.42 1.101 1283.235 0.00 1.649 2.00 0.00 0.00 0 0.00 0.23 0.13568 .010120 0.00 0.690 0.00 148.01 1280.67 1.566 1282.236 21.2 8.03 1.001 1283.237 0.00 1.649 2.00 0.00 0.00 o 0.00 0.07 0.13568 .009138 0.00 0.690 0.00 148.08 1280.68 1.649 1282.329 21.2 7.65 0.909 1283.238 0.00 1.649 2.00 0.00 0.00 0 0.00 JUNCT STR 0.15773 .005443 0.02 0.00 151.25 1281.18 2.495 1283.675 10.6 3.37 0.177 1283.852 0.00 1.167 2.00 0.00 0.00 o 0.00 41.35 0.00774 .002196 0.09 1.040 0.00 192.60 1281.50 2.265 1283.765 10.6 3.37 0.177 1283.942 0.00 1.167 2.00 0.00 0.00 o 0.00 JIt!>)/. U $ ",-,':od:../" "" 1"[ 1, J. 71,.-;' I.j- O.l(./7,) :: 11.1? eo I . \tJI'b . . . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING LINE 200 Storm Drain Lateral 100 Year Discharges, 4/10101 REV 11/13/01 FILE: REL1.wSP HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA ID NO. STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO o SF AVE HF NORM DEPTH ********----**---*******..........- ZR ---*********-****************** PAGE 1 HGTI BASEl ZL NO PIER 102.73 1289.07 1.358 1290.428 13.2 7.85 0.956 1291.384 0.00 1.358 1.50 0.00 0.00 0 0.00 4.38 0.00501 .014190 0.06 1.500 0.00 107.11 1289.09 1.485 1290.577 13.2 7.48 0.869 1291.446 0.00 1.358 1.50 0.00 0.00 o 0.00 1.22 0.00501 .014994 0.02 1.500 0.00 108.33 1289.10 1.500 1290.598 13.2 7.47 0.867 1291.465 0.00 1.358 1.50 0.00 0.00 o 0.00 88.21 0.00501 .015619 1.38 1.500 0.00 196.54 1289.54 2.451 1291.991 13.2 7.47 0.867 1292.858 0.00 1.358 1.50 0.00 0.00 0 0.00 M jl- )( u .s I.i~,[ L.::: IHI. q Crt ;- 0.7.. (. ~C.I ) ::nq?,I~ \1.(;0... \::Revs.ws~ __'_ _::: . . . o T1 BASIN 1200 FOX ROAD KNUCKLE T2 LINE S 13 9/14/0 REV. 11/19/011 FPG FILE: REVSWSP Q FILE = QREVSWSP SO 1020.631215.25 1 .013 1227.58 R 1036.991216.23 1 .013 R 1052.861217.19 1 .013 40. R 1163.021223.92 1 .013 JX 1163.021223.92 1 2 .013 7.5 1224.85 41. R 1253.931229.46 1 .013 1 JX 1259.851230.28 4 4 .013 33.4 1230.32 45. R 1300.001232.51 4 .013 R 1337.621234.61 4 .013 R 1464.621241.67 4 .013 19. JX 1470.051242.17 3 3 .013 19.3 1242.67 47. R 1486.201242.66 3 .013 3. R 1505.311243.23 3 .013 49. R 1515.661243.54 3 .013 SH 3 CD 1 4 3.0 CD 2 4 1.5 CD 3 4 2.0 CD 4 4 2.5 - --.-- .~.:J'~ge 1 ,I \"P . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TiTLE CARD LISTING HEADING LINE NO 1 IS- BASiN 1200 FOX ROAD KNUCKLE HEADING LINE NO 21S- LINES HEADING LINE NO 3 IS - 9/14/0 REV. 11/19/011 FPG FILE: REVS.wSP 0 FILE = OREVS.wSP ,,'\ \ . . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATiON INVERT SECT 1020.631215.25 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 1036.991218.23 1 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION iNVERT SECT 1052.861217.19 1 0.013 ELEMENT NO 4 IS A REACH UIS DATA STATION INVERT SECT 1163.021223.92 1 0.013 PAGE NO 2 W S ELEV 1227.58 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 40.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 is A JUNCTION U/SDATA STATION INVERT SECTLAT-1 LAT-2 N 03 04 iNVERT-3INVERT-4 PHI3 PHI4 1163.021223.92 1 2 00.013 7.5 0.0 1224.85 0.0041.00 0.00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT 1253.931229.46 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 ELEMENT NO 7 IS A JUNCTION VIS DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT -4 PHI3 PHI4 1259.851230.28 4 4 0 0.013 33.4 0.0 1230.32 0.00 45.00 0.00 ELEMENT NO 8 IS A REACH UIS DATA STATiON INVERT SECT 1300.001232.51 4 0.013 ELEMENT NO 9 is A REACH U/S DATA STATION INVERT SECT 1337.621234.61 4 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT 1464.621241.67 4 0.013 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 19.00 0.00 0 ELEMENT NO 11 IS A JUNCTION UIS DATA STATION INVERT SECT LAT-1 LAT-2 1470.051242.17 3 3 0 0.013 19.3 N 03 04 INVERT-3 INVERT -4 PHI3 PHI4 0.0 1242.67 0.00 47.00 0.00 \'\'V . . . F0515P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH UIS DATA STATION INVERT SECT 1486.201242.66 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 3.00 0.00 0 ELEMENT NO 13 IS A REACH UIS DATA STATION INVERT SECT 1505.31 1243.23 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 49.00 0.00 0 ELEMENT NO 14 IS A REACH UIS DATA STATION INVERT SECT 1515.661243.54 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 15 is A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1515.661243.54 3 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING _ WARNiNG NO.2 - _ WATER SURFACE ELEVATiON GiVEN IS LESS THAN OR EOUALS iNVERT ELEVATION iN HDWKDS, W.S.ELEV = INV + DC '\'\ fIJ . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTiNG BASIN 1200 FOX ROAD KNUCKLE LINES 9/14/0 REV. 11119/011 FPG FILE: REVS.wSP 0 FILE = OREVS.wSP PAGE 1 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO o VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DiA ID NO. PiER __*_*****w_**************____**__*******_**__*"********************************----****-********- SF AVE HF NORM DEPTH ZR 1020.63 1215.25 12.330 1227.580 70.3 9.94 1.536 1229.116 0.00 2.662 3.00 0.00 0.00 0 0.00 16.36 0.05990 .011109 0.18 1.375 0.00 1036.99 1216.23 11.532 1227.762 70.3 9.94 1.536 1229.298 0.00 2.662 3.00 0.00 0.00 0 0.00 15.87 0.06049 .011109 0.18 1.371 0.00 1052.86 1217.19 10.953 1228.143 70.3 9.94 1.536 1229.679 0.00 2.662 3.00 0.00 0.00 0 0.00 110.16 0.06109 .011109 1.22 1.367 0.00 1163.02 1223.92 5.447 1229.367 70.3 9.94 1.536 1230.903 0.00 2.662 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00000 .009987 0.00 0.00 1163.02 1223.92 5.962 1229.882 62.8 8.88 1.226 1231.108 0.00 2.550 3.00 0.00 0.00 0 0.00 23.23 0.06094 .008865 0.21 1.264 0.00 . 1186.25 1225.34 4.768 1230.104 62.8 8.88 1.226 1231.330 0.00 2.550 3.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1186.25 1225.34 1.379 1226.715 62.8 19.80 6.086 1232.801 0.00 2.550 3.00 0.00 0.00 0 0.00 4.28 0.06094 .047027 0.20 1.284 0.00 1190.53 1225.60 1.385 1226.982 62.8 19.68 6.014 1232.996 0.00 2.550 3.00 0.00 0.00 0 0.00 28.96 0.06094 .043848 1.27 1.284 0.00 1219.49 1227.36 1.437 1228.798 62.8 18.77 5.470 1234.268 0.00 2.550 3.00 0.00 0.00 0 0.00 19.82 0.06094 .038579 0.76 1.284 0.00 1239.31 1228.57 1.491 1230.060 62.8 17.89 4.971 1235.031 0.00 2.550 3.00 0.00 0.00 0 0.00 14.62 0.06094 .033973 0.50 1.284 0.00 1253.93 1229.46 1.549 1231.009 62.8 17.06 4.520 1235.529 0.00 2.550 3.00 0.00 0.00 0 0.00 JUNCT STR 0.13851 .043041 0.25 0.00 . '\~~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTiNG BASIN 1200 FOX ROAD KNUCKLE LINES 9/14/0 REV. 11/19/011 FPG FILE: REVS.wSP o FILE = OREVS.wSP STATION INVERT DEPTH W.S. 0 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 ****...*****************-********************** ****-********._....***************--*-********************** 1259.85 1230.28 0.952 1231.232 29.4 17.13 4.558 1235.790 0.00 1.849 2.50 0.00 0.00 0 0.00 40.15 0.05554 .053560 2.15 0.944 0.00 1300.00 1232.51 0.959 1233.469 29.4 16.97 4.474 1237.943 0.00 1.849 2.50 0.00 0.00 0 0.00 37.62 0.05582 .051458 1.94 0.943 0.00 1337.62 1234.61 0.973 1235.583 29.4 16.64 4.299 1239.882 0.00 1.849 2.50 0.00 0.00 0 0.00 27.67 0.05559 .048287 1.34 0.944 0.00 1365.29 1236.15 0.992 1237.140 29.4 16.20 4.074 1241.214 0.00 1.849 2.50 0.00 0.00 0 0.00 28.08 0.05559 .043680 1.23 0.944 0.00 1393.37 1237.71 1.028 1238.737 29.4 15.45 3.706 1242.443 0.00 1.849 2.50 0.00 0.00 0 0.00 17.34 0.05559 .038352 0.67 0.944 0.00 . 1410.71 1238.67 1.066 1239.739 29.4 14.73 3.369 1243.108 0.00 1.849 2.50 0.00 0.00 0 0.00 12.19 0.05559 .033687 0.41 0.944 0.00 1422.90 1239.35 1.105 1240.456 29.4 14.04 3.061 1243.517 0.00 1.649 2.50 0.00 0.00 0 0.00 9.13 0.05559 .029600 0.27 0.944 0.00 1432.03 1239.86 1.146 1241.005 29.4 13.39 2.783 1243.788 0.00 1.849 2.50 0.00 0.00 0 0.00 7.11 0.05559 .026027 0.19 0.944 0.00 1439.14 1240.25 1.189 1241.442 29.4 12.77 2.531 1243.973 0.00 1.849 2.50 0.00 0.00 0 0.00 5.66 0.05559 .022899 0.13 0.944 0.00 1444.80 1240.57 1.234 1241.802 29.4 12.17 2.299 1244.101 0.00 1.849 2.50 0.00 0.00 0 0.00 4.57 0.05559 .020161 0.09 0.944 0.00 1449.37 1240.82 1.281 1242.104 29.4 11.61 2.092 1244.196 0.00 1.849 2.50 0.00 0.00 0 0.00 3.71 0.05559 .017766 0.07 0.944 0.00 . \."fJ . LICENSEE: R.B.F. & ASSOC. - SAN DiEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTiNG BASIN 1200 FOX ROAD KNUCKLE LINES 9/14/0 REV. 11119/011 FPG FILE: REVS.wSP o FILE = OREVS.wSP STATION INVERT DEPTH W.S. 0 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 ..,.......---......._-******************".......-*********************-*******-***************-***--****** 1453.08 1241.03 1.331 1242.359 29.4 11.07 1.901 1244.260 0.00 1.849 2.50 0.00 0.00 0 0.00 3.03 0.05559 .015670 0.05 0.944 0.00 1456.11 1241.20 1.383 1242.580 29.4 10.55 1.728 1244.308 0.00 1.649 2.50 0.00 0.00 0 0.00 2.44 0.05559 .013833 0.03 0.944 0.00 1458.55 1241.33 1.438 1242.771 29.4 10.06 1.571 1244.342 0.00 1.849 2.50 0.00 0.00 0 0.00 1.96 0.05559 .012226 0.02 0.944 0.00 1460.51 1241.44 1.496 1242.937 29.4 9.59 1.429 1244.366 0.00 1.849 2.50 0.00 0.00 0 0.00 1.53 0.05559 .010818 0.02 0.944 0.00 1462.04 1241.53 1.557 1243.084 29.4 9.14 1.299 1244.383 0.00 1.849 2.50 0.00 0.00 0 0.00 1.16 0.05559 .009587 0.01 0.944 0.00 . 1463.20 1241.59 1.622 1243.213 29.4 8.72 1.180 1244.393 0.00 1.849 2.50 0.00 0.00 0 0.00 0.79 0.05559 .008515 0.01 0.944 0.00 1463.99 1241.63 1.692 1243.327 29.4 8.31 1.073 1244.400 0.00 1.849 2.50 0.00 0.00 0 0.00 0.47 0.05559 .007581 0.00 0.944 0.00 1464.46 1241.66 1.767 1243.428 29.4 7.93 0.976 1244.404 0.00 1.849 2.50 0.00 0.00 0 0.00 0.16 0.05559 .006766 0.00 0.944 0.00 1464.62 1241.67 1.649 1243.519 29.4 7.55 0.886 1244.405 0.00 1.849 2.50 0.00 0.00 0 0.00 JUNCT STR 0.09208 0.00 1470.05 1242.17 0.735 1242.905 10.1 9.64 1.442 1244.347 0.00 1.138 2.00 0.00 0.00 0 0.00 4.44 0.03034 .023553 0.10 0.690 0.00 1474.49 1242.31 0.742 1243.047 10.1 9.52 1.407 1244.454 0.00 1.138 2.00 0.00 0.00 0 0.00 11.71 0.03034 .021718 0.25 0.690 0.00 . \.'\ 'v . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFiLE LISTiNG BASIN 1200 FOX ROAD KNUCKLE LINES 9/14/0 REV. 11/19/011 FPG FILE: REVS.wSP o FILE = OREVS.wSP STATiON INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR *-**********"---***********~***_._**--***-*--*-******.***--*-**************"",,*,,***************-* 1486.20 1242.66 0.769 1243.429 10.1 9.07 1.279 1244.708 0.00 1.138 2.00 0.00 0.00 0 0.00 1.61 0.02983 .020096 0.03 0.691 0.00 1487.81 1242.71 0.773 1243.481 10.1 9.01 1.261 1244.742 0.00 1.138 2.00 0.00 0.00 0 0.00 7.76 0.02983 .018675 0.14 0.691 0.00 1495.57 1242.94 0.801 1243.741 10.1 8.59 1.145 1244.886 0.00 1.138 2.00 0.00 0.00 0 0.00 5.60 0.02983 .016389 0.09 0.691 0.00 1501.17 1243.11 0.830 1243.936 10.1 8.19 1.042 1244.978 0.00 1.138 2.00 0.00 0.00 0 0.00 4.14 0.02983 .014391 0.06 0.691 0.00 1505.31 1243.23 0.861 1244.091 10.1 7.81 0.947 1245.038 0.00 1.138 2.00 0.00 0.00 0 0.00 1.44 0.02995 .013082 0.02 0.690 0.00 . 1506.75 1243.27 0.874 1244.147 10.1 7.6& 0.908 1245.055 0.00 1.138 2.00 0.00 0.00 0 0.00 2.75 0.02995 .011938 0.03 0.690 0.00 1509.50 1243.36 0.907 1244.262 10.1 7.29 0.826 1245.088 0.00 1.138 2.00 0.00 0.00 0 0.00 2.11 0.02995 .010499 0.02 0.690 0.00 1511.61 1243.42 0.941 1244.360 10.1 6.95 0.750 1245.110 0.00 1.138 2.00 0.00 0.00 0 0.00 1.60 0.02995 .009234 0.01 0.690 0.00 1513.21 1243.47 0.976 1244.443 10.1 6.63 0.682 1245.125 0.00 1.138 2.00 0.00 0.00 0 0.00 1.14 0.02995 .008126 0.01 0.690 0.00 1514.35 1243.50 1.013 1244.514 10.1 6.32 0.620 1245.134 0.00 1.138 2.00 0.00 0.00 0 0.00 0.77 0.02995 .007157 0.01 0.690 0.00 1515.12 1243.52 1.052 1244.576 10.1 6.03 0.564 1245.140 0.00 1.138 2.00 0.00 0.00 0 0.00 0.43 0.02995 .006309 0.00 0.690 0.00 . \'\'\ . . . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFiLE LISTING BASIN 1200 FOX ROAD KNUCKLE LINE S 9/14/0 REV. 11/19/011 FPG FILE: REVS.wSP 0 FILE = OREVS.wSP STATiON INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO o VEL VEL ENERGY SUPER CRITICAL PAGE 5 HGTI BASEl ZL NO DIA ID NO. PiER ZR *****************************--.._-*****--*--*-************-*,,***-**************--****-** HEAD GRD.EL. ELEV DEPTH SF AVE HF NORM DEPTH 0.11 0.02995 1515.55 1243.54 1.093 1244.630 10.1 5.75 0.513 1245.143 0.00 1.138 0.690 .005562 0.00 1515.66 1243.54 1.138 1244.678 10.1 5.47 0.465 1245.143 0.00 1.138 2.00 0.00 0.00 0 0.00 0.00 2.00 0.00 0.00 0 0.00 fiVI.I: \)$W5E/.....::: /If+4,&1V-to,Z (,4("S) -= 1;7. Cf"f- 71 '\'\~o II~evs1.wsp' . . . ---- ,~-~. .,....-- P~ge ]: - -~ =-----~-- - ._-- .:::' ~- o T1 BASIN 1200 FOX ROAD KNUCKLE T2 LATERAL S1 FG T3 8/17/01 REV. 11/19/01 FILE: REVS1WSP Q FILE = QREVS1WSP SO 1004.501242.13 1 .013 1242.91 R 1036.161243.61 1 .013 SH 1 CD 1 4 2.0 \'\0... . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- BASIN 1200 FOX ROAD KNUCKLE HEADING LINE NO 2 IS- LATERAL S1 FG HEADING LINE NO 3 IS- 8/17/01 REV. 11119/01 FILE: REVS1.wSP 0 FiLE = OREVS1.wSP . . \'lP . . . F0515P PAGE NO 2 WATER SURFACE PROFiLE - ELEMENT CARD LISTING ELEMENT NO 1 is A SYSTEM OUTLET UIS DATA STATION INVERT SECT 1004.501242.13 1 W S ELEV 1242.91 ELEMENT NO 2 is A REACH U/S DATA STATION INVERT SECT 1036.161243.61 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 is A SYSTEM HEADWORKS U/S DATA STATiON INVERT SECT W S ELEV 1036.16 1243.61 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGiNNING .. WARNING NO.2" _ WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EOUALS iNVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ,,~ . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTiNG BASIN 1200 FOX ROAD KNUCKLE LATERAL S1 FG 8/17/01 REV. 11119/01 FILE: REVS1.wSP o FILE = OREVS1.wSP STATION iNVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA iDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR _...........-************-******---********-*-********-----***-**********----***-... 1004.50 1242.13 1.018 1243.148 19.3 12.01 2.240 1245.388 0.00 1.580 2.00 0.00 0.00 0 0.00 4.72 0.04675 .026427 0.12 0.870 0.00 1009.22 1242.35 1.040 1243.391 19.3 11.68 2.119 1245.510 0.00 1.580 2.00 0.00 0.00 0 0.00 6.70 0.04675 .023951 0.16 0.870 0.00 1015.92 1242.66 1.080 1243.744 19.3 11.14 1.926 1245.670 0.00 1.580 2.00 0.00 0.00 0 0.00 5.16 0.04675 .021130 0.11 0.870 0.00 1021.08 1242.90 1.123 1244.028 19.3 10.62 1.752 1245.780 0.00 1.580 2.00 0.00 0.00 0 0.00 4.07 0.04675 .018666 0.08 0.870 0.00 1025.15 1243.10 1.168 1244.263 19.3 10.13 1.592 1245.855 0.00 1.580 2.00 0.00 0.00 0 0.00 3.23 0.04675 .016504 0.05 0.870 0.00 . 1028.38 1243.25 1.215 1244.461 19.3 9.65 1.447 1245.908 0.00 1.580 2.00 0.00 0.00 0 0.00 2.54 0.04675 .014611 0.04 0.870 0.00 1030.92 1243.37 1.265 1244.630 19.3 9.21 1.317 1245.947 0.00 1.580 2.00 0.00 0.00 0 0.00 1.95 0.04675 .012961 0.03 0.870 0.00 1032.87 1243.46 1.319 1244.775 19.3 8.78 1.196 1245.971 0.00 1.580 2.00 0.00 0.00 0 0.00 1.47 0.04675 .011522 0.02 0.870 0.00 1034.34 1243.53 1.376 1244.901 19.3 8.37 1.088 1245.989 0.00 1.580 2.00 0.00 0.00 0 0.00 1.01 0.04675 .010268 0.01 0.870 0.00 1035.35 1243.57 1.438 1245.010 19.3 7.98 0.988 1245.998 0.00 1.580 2.00 0.00 0.00 0 0.00 0.61 0.04675 .009184 0.01 0.870 0.00 1035.96 1243.60 1.505 1245.106 19.3 7.61 0.899 1246.005 0.00 1.580 2.00 0.00 0.00 0 0.00 0.20 0.04675 .008247 0.00 0.870 0.00 . ,\~1/ . . . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING BASiN 1200 FOX ROAD KNUCKLE LATERAL S1 FG 8/17/01 REV. 11119/01 FILE: REVS1.wSP 0 FILE = OREVS1.wSP PAGE 2 STATiON INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV o VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DiA ID NO. PIER ZR UELEM SO SF AVE HF NORM DEPTH ***.**_.***-*~--******._*** *********---*******---*****-*-- 1036.16 1243.61 1.580 1245.190 19.3 7.25 0.816 1246.006 0.00 1.580 2.00 0.00 0.00 0 0.00 ,M,4"t V ~ t.vs.{~ t- :. It +S.jqO I ,-U)', 7... (. f II.. ) -=12.45,-$:> \qf1 I! Revgyvsp . . . - -~e111 -.~~- o T1 BASIN 1200 FOX ROAD KNUCKLE T2 LINE S2 T3 8/14/01 REV. 11/19/01 FPG FILE:REVS2.wSP Q FILE = QREVS2.wSP SO 1004.921229.76 1 .013 1231.23 R 1022.171229.94 1 .013 R 1040.991230.13 1 .013 48. R 1196.661231.74 1 .013 R 1201.331231.77 1 .013 1 R 1267.761232.25 1 .013 R 1316.801232.61 1 .013 4. JX 1322.181233.15 2 2 .013 16.7 1233.06 45. R 1339.331233.28 2 .013 43. R 1351.711233.272 .013 SH 2 CD 1 4 2.5 CD 2 4 2.0 '\~ . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTiNG HEADING LINE NO 1 IS- BASIN 1200 FOX ROAD KNUCKLE HEADING LINE NO 2 IS - L1NES2 HEADING LINE NO 3 IS - PAGE NO 3 8/14/01 REV. 11119/01 FPG FILE:REVS2.wSP 0 FiLE = OREVS2.wSP ! \'l? . . . DATE: 11119/2001 TiME: 15: 7 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 2.50 CD 2 4 2.00 ERROR MESSAGE NUMBER 7 IN SEOUENCE CHECKING THRU CHANNEL DEFINITION DATA iNVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = \CW . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT 1004.921229.76 1 ELEMENT NO 2 is A REACH UIS DATA STATION INVERT SECT 1022.171229.94 1 0.013 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT 1040.991230.13 1 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATiON INVERT SECT 1196.661231.74 1 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT 1201.331231.77 1 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION iNVERT SECT 1267.761232.25 1 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT 1316.801232.61 1 0.013 W S ELEV 1231.23 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 48.00 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 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 4.00 0.00 0 ELEMENT NO 8 IS A JUNCTION UIS DATA STATiON INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1322.181233.15 2 2 00.013 16.7 0.01233.06 0.0045.00 0.00 ELEMENT NO 9 is A REACH U1S DATA STATION INVERT SECT 1339.331233.28 2 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 43.00 0.00 0 ELEMENT NO 10 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1351.711233.27 2 0.013 0.00 0.00 0.00 0 THE ABOVE ELEMENT CONTAINED AN iNVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1351.711233.27 2 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGiNNING .. WARNING NO.2 - - WATER SURFACE ELEVATiON GIVEN is LESS THAN OR EOUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = iNV + DC \c{} . LiCENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 , WATER SURFACE PROFILE LISTING BASIN 1200 FOX ROAD KNUCKLE L1NES2 8/14/01 REV. 11/19/01 FPG FiLE:REVS2.wSP o FILE = OREVS2.wSP STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITiCAL HGT/ BASEl ZL NO AVBPR EI.EV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DiA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR -******~-..*-**********-*-*---****-********_.............._*-**-******-*-*****-*-*-****************** 1004.92 1229.76 1.695 1231.455 33.4 9.43 1.380 1232.835 0.00 1.966 2.50 0.00 0.00 0 0.00 17.25 0.01043 .010274 0.18 1.685 0.00 1022.17 1229.94 1.698 1231.638 33.4 9.41 1.374 1233.012 0.00 1.966 2.50 0.00 0.00 0 0.00 18.82 0.01010 .010282 0.19 1.706 0.00 1040.99 1230.13 1.694 1231.824 33.4 9.43 1.382 1233.206 0.00 1.966 2.50 0.00 0.00 0 0.00 85.28 11.01034 .010155 0.87 1.691 0.00 1126.27 1231.01 1.714 1232.726 33.4 9.31 1.346 1234.072 0.00 1.966 2.50 0.00 0.00 0 0.00 52.13 1).01034 .009453 0.49 1.691 0.00 1178.40 1231.55 1.790 1233.341 33.4 8.88 1.223 1234.564 0.00 1.966 2.50 0.00 0.00 0 0.00 14.91 0.01034 .008449 0.13 1.691 0.00 . 1193.31 1231.70 1.873 1233.578 33.4 8.46 1.112 1234.690 0.00 1.966 2.50 0.00 0.00 0 0.00 3.35 (-.01034 .007584 0.03 1.691 0.00 1196.66 1231.74 1.966 1233.706 33.4 8.07 1.010 1234.716 0.00 1.966 2.50 0.00 0.00 0 0.00 4.67 (-.00642 .007005 0.03 2.090 0.00 1201.33 1231.77 2.017 1233.787 33.4 7.87 0.962 1234.749 0.00 1.966 2.50 0.00 0.00 0 0.00 11.25).00723 .007005 0.08 1.960 0.00 1212.58 1231.85 1.966 1233.817 33.4 8.07 1.010 1234.827 0.00 1.966 2.50 0.00 0.00 0 0.00 HYDRAUUCJUMP 0.00 1212.58 1231.85 1.960 1233.811 33.4 8.09 1.016 1234.827 0.00 1.966 2.50 0.00 0.00 0 0.00 47.88 '),00723 .007230 0.35 1.960 0.00 1260.46 1232.20 1.960 1234.157 33.4 8.09 1.016 1235.173 0.00 1.966 2.50 0.00 0.00 0 0.00 7.30 (1.00723 .007293 0.05 1.960 0.00 . \cfP . LICENSEE: RB.F. & ASSOC. - SAN DiEGO F0515P WATER SURFACE PROFILE LISTING BASIN 1200 FOX ROAD KNUCKLE L1NES2 8/14/01 REV. 11/19/01 FPG FILE:REVS2.wSP 0 FILE = OREVS2.wSP PAGE 2 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV o VEL VEL ENERGY SUPER CRiTICAL HGT/ BASE/ ZL NO HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ******--*--******--*****--*-************..***-*-----****---******~***-**********- UELEM SO SF AVE HF NORM DEPTH ZR 1267.76 1232.25 1.944 1234.194 33.4 8.15 1.032 1235.226 0.00 1.966 2.50 0.00 0.00 0 0.00 41.17 0.00734 .007356 0.30 1.944 0.00 1308.93 1232.55 1.944 1234.496 33.4 8.15 1.032 1235.528 0.00 1.966 2.50 0.00 0.00 0 0.00 7.87 0.00734 .007270 0.06 1.944 0.00 1316.80 1232.61 1.966 1234.576 33.4 8.07 1.010 1235.586 0.00 1.966 2.50 0.00 0.00 0 0.00 JUNCT STR 0.10037 .006317 0.03 0.00 1322.18 1233.15 2.465 1235.615 16.7 5.32 0.439 1236.054 0.00 1.473 2.00 0.00 0.00 0 0.00 17.15 0.00758 .005449 0.09 1.411 0.00 1339.33 1233.28 2.489 1235.769 16.7 5.32 0.439 1236.208 0.00 1.473 2.00 0.00 0.00 0 0.00 12.38 -.00081 .005449 0.07 0.000 0.00 . 1351.71 1233.27 2.567 1235.837 16.7 5.32 0.439 1236.276 0.00 1.473 2.00 0.00 0.00 0 0.00 MAX lJ::- ".),:,!!:'!...". /2 ; 5, $7;> 71- f3, Z('tYf ) /'l3 {, 13 I . \~o.. \: Revs3.wsp ~ ~ '--./ -. ,,~ __M_ _ ---= - o T1 BASIN 1200 FOX ROAD KNUCKLE T2 LATERAL S3 T3 8/14/01 REV. 11/19/01 FILE:REVS3WSP SO 105.081224.85 1 .013 1229.88 R 140.981226.12 1 .013 SH 1 CD 1 4 1.5 --- -- - -- -~- -_.~- .~----- ____ Pa~-fil \o.p . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- BASIN 1200 FOX ROAD KNUCKLE HEADING LINE NO 2 IS - LATERAL S3 HEADING LINE NO 3 IS - 8/14/01 REV. 11119101 FILE:REVS3.wSP PAGE NO 3 \~ . . . F0515P PAGE NO 2 WATER SURFACE PROFiLE - ELEMENT CARD LISTiNG ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 105.081224.85 1 W S ELEV 1229.88 ELEMENT NO 2 is A REACH U/S DATA STATION INVERT SECT 140.981226.12 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 140.981226.12 1 0.00 NO EDiT ERRORS ENCOUNTERED-COMPUTATION is NOW BEGINNiNG - WARNING NO.2" - WATER SURFACE ELEVATiON GIVEN IS LESS THAN OR EOUALS iNVERT ELEVATION iN HDWKDS, W.S.ELEV = iNV + DC ~o/ . . . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING BASIN 1200 FOX ROAD KNUCKLE LATERAL S3 8/14/01 REV. 11/19/01 FILE:REVS3.wSP PAGE 1 STATION iNVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO o VEL VEL ENERGY SUPER CRiTICAL HGT/ BASE/ ZL NO HEAD GRD.EL. ELEV DEPTH DiA ID NO. PiER SF AVE HF NORM DEPTH ZR -**---*****---******-***--**-*-_....-************-****-*-******...*******---*-**---* 105.08 1224.85 5.030 1229.880 7.5 4.24 0.280 1230.160 0.00 1.061 1.50 0.00 0.00 0 0.00 35.90 0.03538 .005098 0.18 0.640 0.00 140.98 1226.12 3.943 1230.063 7.5 4.24 0.280 1230.343 0.00 1.061 1.50 0.00 0.00 0 0.00 }/'A;< u:::, I;.f",e L =- rz 3 l!. a. 3 '+ Q. 2..( l. ~ ) I - I 1.;, o. I 'Z.- \0...'>7 II Revs4.wsfl iJ '-.J '...-./ - -.- -~~geJ::il o T1 BASIN 1200 FOX ROAD KNUCKLE T2 LINE S4 T3 8/14/01 REV. 11/19/01 FPG FILE: REVS4WSP Q FILE = QREVS4WSP SO 1004.331233.06 1 .013 1235.62 R 1038.141234.56 1 .013 SH 1 CD 1 4 2.0 \0...6.... . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- BASIN 1200 FOX ROAD KNUCKLE HEADING LINE NO 2 IS - L1NES4 HEADiNG LINE NO 3 IS - PAGE NO 3 8/14/01 REV. 11119/01 FPG FILE: REVS4.wSP 0 FILE = OREVS4.wSP I \~~ . . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 is A SYSTEM OUTLET U1S DATA STATION INVERT SECT 1004.331233.06 1 W S ELEV 1235.62 ELEMENT NO 2 is A REACH U/S DATA STATION iNVERT SECT 1038.141234.56 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 1038.141234.56 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 BASIN 1200 FOX ROAD KNUCKLE LINE S4 8/14/01 REV. 11/19/01 FPG FILE: REVS4.wSP o FILE = OREVS4.wSP STATiON INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITiCAL HGTI BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA iDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR .***-.._--*-..***-**._***-..*******-**"'***--_.**-._***-_.__...... -*-***-*. 1004.33 1233.06 2.560 1235.620 16.7 5.32 0.439 1236.059 0.00 1.473 2.00 0.00 0.00 0 0.00 11.53 0.04437 .005449 0.06 0.820 0.00 1015.86 1233.57 2.112 1235.684 16.7 5.32 0.439 1236.123 0.00 1.473 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1015.86 1233.57 0.984 1234.556 16.7 10.85 1.828 1236.384 0.00 1.473 2.00 0.00 0.00 0 0.00 5.08 0.04437 .021649 0.11 0.820 0.00 1020.94 1233.80 1.021 1234.818 16.7 10.35 1.662 1236.480 0.00 1.473 2.00 0.00 0.00 0 0.00 4.39 0.04437 .019071 0.08 0.820 0.00 1025.33 1233.99 1.061 1235.053 16.7 9.86 1.511 1236.564 0.00 1.473 2.00 0.00 0.00 0 0.00 3.50 0.04437 .016819 0.06 0.820 0.00 1028.83 1234.15 1.102 1235.249 16.7 9.41 1.375 1236.624 0.00 1.473 2.00 0.00 0.00 0 0.00 . 2.74 0.04437 .014844 0.04 0.820 0.00 1031.57 1234.27 1.146 1235.415 16.7 8.97 1.249 1236.664 0.00 1.473 2.00 0.00 0.00 0 0.00 2.16 0.04437 .013119 0.03 0.820 0.00 1033.73 1234.37 1.192 1235.557 16.7 8.55 1.135 1236.692 0.00 1.473 2.00 0.00 0.00 0 0.00 1.66 0.04437 .011609 0.02 0.820 0.00 1035.39 1234.44 1.241 1235.679 16.7 8.15 1.032 1236.711 0.00 1.473 2.00 0.00 0.00 0 0.00 1.26 0.04437 .010285 0.01 0.820 0.00 1036.65 1234.49 1.292 1235.786 16.7 7.77 0.939 1236.725 0.00 1.473 2.00 0.00 0.00 0 0.00 0.83 0.04437 .009132 0.01 0.820 0.00 1037.48 1234.53 1.348 1235.879 16.7 7.41 0.853 1236.732 0.00 1.473 2.00 0.00 0.00 0 0.00 0.51 0.04437 .008128 0.00 0.820 0.00 . \~'\ . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING BASIN 1200 FOX ROAD KNUCKLE L1NES4 8/14/01 REV. 11/19/01 FPG FILE: REVS4.wSP Q FILE = QREVS4.wSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV L1ELEM SO a VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH SF AVE HF NORM DEPTH 11 1111 .._...._.....____............._............................_................____ 2.00 0.00 0.00 0 0.00 1037.99 1234.55 1.407 1235.960 16.7 7.07. 0.776 1236.736 0.00 1.473 0.15 0.04437 .007250 0.00 0.820 1038.14 1234.56 1.473 1236.033 16.7 6.73 0.704 1236.737 0.00 1.473 PAGE 2 HGTI BASEl ZL NO DIA ID NO. PIER ZR 0.00 2.00 0.00 0.00 0 0.00 ttlAx V~ w!,,:;,t-::: /7.3".0'""'.>1-0. 7..(. 7/)~) :::. /2.- 3lo.\ 1 \C\Q, fRevu.wse... . . . - o T1 BASIN 1200 FOX ROAD KNUCKLE T2 LINE U 100-YEAR T3 8/13/01 REV. 11/14/01 FPG FILE: REVU.wSP Q FILE = QREVU.wSP SO 1014.661215.40 1 .013 1227.58 R 1069.551223.12 1 .013 15. JX 1073.151223.42 2 3 .013 14.8 1226.43 90. R 1111.391224.35 2 .013 R 1115.231224.452 .013 5 R 1142.821225.12 2 .013 SH 2 CD 1 4 3.0 CD 2 4 3.0 CD 3 4 1.5 =- Page 11 -".~-~-'.- \f\.~ . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- BASIN 1200 FOX ROAD KNUCKLE HEADING LINE NO 2 IS - LINE U 100- YEAR HEADING LINE NO 3 IS - 8/13101 REV. 11/14/01 FPG FILE: REVU.wSP Q FILE = QREVU.wSP ~ . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 1014.661215.40 1 W S ELEV 1227.58 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1069.551223.12 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 15.00 0 ELEMENT NO 3 IS A JUNCTION . . . U/SDATA STATION INVERT SECTLAT-l LAT-2 N 03 Q4 INVERT-3INVERT-4 PHI3 PHI4 1073.151223.42 2 3 0 0.013 14.8 0.0 1226.43 0.00 90.00 0.00 ELEMENT NO 4 IS A REACH UIS DATA STATION INVERT SECT 1111.391224.35 2 0.013 ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT SECT 1115.231224.45 2 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N N RADIUS ANGLE ANG PT MAN H 0.00 5.00 0.00 0 ELEMENT NO 6 IS A REACH . . UIS DATA STATION INVERT SECT 1142.821225.12 2 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1142.821225.12 2 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 1,P\ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING BASIN 1200 FOX ROAD KNUCKLE LINE U lOa-YEAR 8/13/01 REV. 11/14101 FPG FILE: REVU.wSP Q FILE = QREVU.wSP PAGE 1 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER SF AVE HF NORM DEPTH ZR - -*****-*----*-- 1014.66 1215.40 12.180 1227.580 42.0 5.94 0.548 1228.128 0.00 2.111 3.00 0.00 0.00 o 0.00 54.89 0.14064 .003965 0.22 0.830 0.00 1069.55 1223.12 4.705 1227.825 42.0 5.94 0.548 1228.373 0.00 2.111 3.00 0.00 0.00 0 0.00 JUNCT STR 0.08333 .002814 0.01 0.00 1073.15 1223.42 5.051 1228.471 27.2 3.85 0.230 1228.701 0.00 1.686 3.00 0.00 0.00 0 0.00 38.24 0.02432 .001663 0.06 1.046 0.00 1111.39 1224.35 4.185 1228.535 27.2 3.85 0.230 1228.765 0.00 1.686 3.00 0.00 0.00 0 0.00 3.84 0.02604 .001663 0.01 1.030 0.00 1115.23 1224.45 4.102 1228.552 27.2 3.85 0.230 1228.782 0.00 1.686 3.00 0.00 0.00 0 0.00 27.59 0.02428 .001663 0.05 1.046 0.00 . 1142.82 1225.12 3.478 1228.598 27.2 3.85 0.230 1228.828 0.00 1.686 3.00 0.00 0.00 0 0.00 f'/IrlX V';,W':7,f-l.;::: 1l1f,515to,z..(.O) J .: 12 '2. '1,1c4 . 1P1/