*S* PROJECT NAME: SUNDORO, ALBUQUERQUE, NM *S* JOB NO. 050316 *S* DATE: AUGUST 2005 *S* *S* INPUT FILE NAME: SUNEX1.HYM *S* OUTPUT FILE NAME: SUNEX1.OUT *S* FILES LOCATION: P:\050316\WR\STUDY\PROGRAMS\AHYMO\SUNDORO\CLOMR\EXISTING *S* *S* COMMENTS: *S* MODEL SHOWS EXISITING CONDITIONS FOR THE LADERA WATERSHED. *S* THIS MODEL WAS MODIFIED FROM THE WEST I-40 DMP MODEL BELOW. *S* MODEL WAS MODIFIED TO ACCOMIDATE "THE CROSSINGS" DEVELOPMENT. *S* *S* EXISTING CONDITIONS WERE ASSUMED TO BE THE SAME AS IN THE I-40 DMP MODEL. *S* *S* TP'S WERE ASSUMED NOT TO CHANGE FOR THE EXISTING DELINEATED BASINS. *S* TP = 0.133 hours as a min. *S* *S* *S* THIS MODEL PRIMARILY COMPUTED THE EXISTING WSEL OF DAMS#9, #10, AND #11 *S* *S* *S* *S* THE FOLLOWING IS FROM THE ORIGINAL WEST I-40 DMP, BUT ONLY CONTAINS THE LADERA WATERSHED *S* ANALYSIS. *S* __________________________________________________________________________________ *S* *S AHYMO FILE FOR WEST I-40 DIVERSION DMP *S EXISTING CONDITIONS, 24HR, 100YR. *S WITH SEDIMENT BULKING & WITHOUT SEDIMENT TRAPPING AT DAMS. *S * FILENAME: WI_E100.HYM * FROM ORIGINAL FILE NAMED: 24HE_REV.HYM DATED 9/29/92. * SAVED THE ORIGINAL HEADING COMMENTS; SEE THE END OF THIS INPUT FILE. *S WITH CORRECTED LADERA DAMS 5/14/96 * HYD=HYDROGRAPH; SS=STORM SEWER; OLF=OVERLAND FLOW * TYPICAL CROSS SECTIONS USED FOR ROUTES THROUGH LADERA BASINS: * A UPPER REACH OF ARROYO, OR SWALE * B MIDDLE REACH OF ARROYO * C LOWER REACH OF ARROYO * D LOWER REACH OF ARROYO, WIDE BOTTOM * E SMALL DITCH OR SMALL EARTHEN CHANNEL * * CHANGED VSC ROUTING TO MUSKINGUM-CUNGE ROUTING * * **S START 0.0 HRS * *S****************************************************************************** *S LADERA WATERSHED *S****************************************************************************** *S CALCULATE RUNOFF FOR BASINS DRAINING TO PONDS 1 THROUGH 9 *S REGION B1 *S****************************************************************************** *S RAINFALL FOR LADERA BASINS ABOVE DAM #12 RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.763 RAIN SIX=2.143 RAIN DAY=2.602 DT=.05 *S****************************************************************************** SEDIMENT BULK CODE=1 FACTOR=1.23 *S *S COMPUTE HYDROGRAPH FOR BASIN L0.1 COMPUTE NM HYD ID=1 HYD=TO_DAMZERO DA=.3375 PER A=52 PER B=29 PER C=19 PER D=0 TP=-0.280 RAIN=-1 PRINT HYD ID=1 CODE=10 * * *S ROUTE FLOW THROUGH POND #0. * DAM ZERO WAS NOT IN THE DAM15 AHYMO MODEL; STORAGE BASED ON TABLE B * SHT 40 OF LADERA DAM PLAN SET. SPILLWAY EL=5524. * PIPE DISCHARGE WAS RE-CALCED FOR I40-DMP USING ORIFICE EQN. ROUTE RESERVOIR ID=2 HYD=PONDZERO INFLOW ID=1 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5516.5 128 0.6 5519 222 0.96 5520 340 1.92 5522 425 3.23 5524 1497 4.91 5526 3809 7.13 5528 8350 10.08 5530 PRINT HYD ID=2 CODE=10 * *S ROUTE OUTFLOW FROM DAM ZERO THROUGH BASIN L1.2 EARTHEN CHANNEL COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.04 FP SLP=.056 N=.030 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=9 HYD=L0.1_1 INFLOW ID=2 DT=0HR L=3000 NS=0 SLOPE=0.04 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=9 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.07 *S *S COMPUTE HYDROGRAPH FOR BASIN L1.2 COMPUTE NM HYD ID=1 HYD=L1.2 DA=0.1188 SQ MI PER A=42 PER B=46 PER C=12 PER D=0 TP=-0.167 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S COMBINED FLOW (BASIN L0.1 AND L1.2) ADD HYD ID=2 HYD=L1.2_1 ID=1 ID=9 PRINT HYD ID=2 CODE=10 * *S ROUTE THROUGH BASIN L1.1 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.06 FP SLP=.041 N=.030 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=9 HYD=L1.1_1 INFLOW ID=2 DT=0HR L=500 NS=0 SLOPE=0.06 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=9 CODE=10 * *S COMPUTE HYDROGRAPH FOR BASIN L1.1 COMPUTE NM HYD ID=1 HYD=L1.1 DA=0.5438 SQ MI PER A=63 PER B=34 PER C=3 PER D=0 TP=-0.374 RAIN=-1 PRINT HYD ID=1 CODE=10 * * *S COMBINED FLOW (BASINS L0.1, L1.1 AND L1.2) ADD HYD ID=9 HYD=TO_DAM1 ID=9 ID=1 PRINT HYD ID=9 CODE=10 * *S ROUTE FLOW THROUGH POND #1 ROUTE RESERVOIR ID=10 HYD=POND1 INFLOW ID=9 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5418.0 63 5.66 5420.0 120 11.77 5422.0 156 18.47 5424.0 186 25.90 5426.0 198 29.92 5427.0 3204 48.52 5431 PRINT HYD ID=10 CODE=10 * *S ROUTE OVERLAND FLOW FROM BASINS L0.1,L1.1,L1.2 THROUGH BASIN L4.1 * THIS ACCOUNTS FOR THE TIME IT TAKES FLOW TO GET THROUGH DAMS IN BASIN L4.1 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.03 FP SLP=.051 N=.03 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=9 HYD=L4.1_1 INFLOW ID=10 DT=0HR L=2350 NS=0 SLOPE=0.03 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=9 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.05 *S *S COMPUTE HYDROGRAPH FOR BASIN L4.1 COMPUTE NM HYD ID=6 HYD=L4.1 DA=0.2594 SQ MI PER A=62 PER B=18 PER C=20 PER D=0 TP=-0.214 RAIN=-1 PRINT HYD ID=6 CODE=10 *S *S DIVIDE FLOW FROM BASIN L4.1 INTO 3 PIECES FOR ROUTE THROUGH PONDS 2, 3, & 4 DIVIDE HYD ID=6 Q=-.333 ID=1 HYD=L4.1_2 ID=3 HYD=L4.1_3 * *S ADD THE 1ST THIRD OF RUNOFF FROM BASIN L4.1 TO COMBINED FLOW ADD HYD ID=10 HYD=TO_DAM2 ID=1 ID=9 PRINT HYD ID=10 CODE=10 *S *S ROUTE FLOW THROUGH POND #2 ROUTE RESERVOIR ID=9 HYD=POND2 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5402.0 27. 5.26 5404. 55. 10.85 5406.0 75. 16.79 5408.0 90. 23.10 5410.0 105. 29.77 5412.0 535 40.52 5415 PRINT HYD ID=9 CODE=10 *S ADD 2ND THIRD OF RUNOFF FROM BASIN L4.1 TO FLOW FROM POND #2 ADD HYD ID=10 HYD=TO_DAM3 ID=1 ID=9 PRINT HYD ID=10 CODE=10 *S *S ROUTE FLOW THROUGH POND #3 ROUTE RESERVOIR ID=9 HYD=POND3 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0. 5374.0 11 4.15 5375.5 24 9.99 5377.5 32 16.19 5379.5 39 22.76 5381.5 44 29.71 5383.5 70 33.5 5384 863 44.78 5387.5 1064 55.83 5388 PRINT HYD ID=9 CODE=10 * *S ADD FLOW FROM REMAINING THIRD OF BASIN L4.1 TO FLOW FROM POND #3 ADD HYD ID=10 HYD=TO_DAM4 ID=1 ID=9 PRINT HYD ID=10 CODE=10 *S *S ROUTE FLOW THROUGH POND #4 ROUTE RESERVOIR ID=9 HYD=POND4 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5349. 10. 2.47 5350. 23. 7.65 5352. 35. 13.16 5354.0 45. 19.03 5356.0 1450. 25.25 5358.0 3040 31.81 5360 PRINT HYD ID=9 CODE=10 *S *S ROUTE OVERLAND FLOW FROM BASINS L0.1-L4.1 THROUGH BASIN L5.1 * THIS ACCOUNTS FOR THE TIME IT TAKES FLOW TO GET THROUGH DAMS IN BASIN L5.1 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.017 FP SLP=.037 N=.03 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=10 HYD=L5.1_1 INFLOW ID=9 DT=0HR L=600 NS=0 SLOPE=0.017 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=10 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.12 *S *S COMPUTE HYDROGRAPH FOR BASIN L5.1 COMPUTE NM HYD ID=1 HYD=L5.1 DA=0.9000 SQ MI PER A=47 PER B=33 PER C=20 PER D=0 TP=-0.492 RAIN=-1 PRINT HYD ID=1 CODE=10 * * *S COMBINED FLOW (BASINS L0.1-L4.1 AND L5.1) ADD HYD ID=11 HYD=TO_DAM5 ID=1 ID=10 PRINT HYD ID=11 CODE=10 *S *S *S ROUTE FLOW THROUGH POND #5 ROUTE RESERVOIR ID=9 HYD=POND5 INFLOW ID=11 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5330.8 25. 4.2 5331.8 125. 12.9 5333.8 200. 22.1 5335.8 222 31.5 5337.0 455 31.9 5337.8 3833 52.7 5341.8 PRINT HYD ID=9 CODE=10 *S *S *S ROUTE OVERLAND FLOW FROM BASINS L0.1-L5.1 THROUGH BASIN L7.2 * THIS ACCOUNTS FOR THE TIME IT TAKES FLOW TO GET THROUGH DAMS IN BASIN L7.2 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.017 FP SLP=.029 N=.03 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=10 HYD=L7.2_1 INFLOW ID=9 DT=0HR L=2400 NS=0 SLOPE=0.017 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=10 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.025 ********************************************************************************************* ********************************************************************************************* *S COMPUTE HYDROGRAPH FOR BASIN L7.1A * BASIN L7.1A IS THE SAME AS L7.1 IN West I-40 DMP, WITH AN INCREASE OF * 20% IN AREA *S COMPUTE HYDROGRAPH FOR BASIN L7.1A COMPUTE NM HYD ID=99 HYD=L7.1A DA=0.0094 SQ MI PER A=96 PER B=4 PER C=0 PER D=0 TP=-0.133 RAIN=-1 PRINT HYD ID=99 CODE=10 * * ********************************************************************************************** ********************************************************************************************** * *S ROUTE OVERLAND FLOW FROM BASIN L7.1A THROUGH BASIN L7.2 * TYPICAL CROSS SECTION A COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0028 FP SLP=0.0028 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=50 HYD=L7.2_2 INFLOW ID=1 DT=0HR L=2100 NS=0 SLOPE=0.0028 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L7.2 COMPUTE NM HYD ID=2 HYD=L7.2 DA=0.0688 SQ MI PER A=90 PER B=1 PER C=9 PER D=0 TP=-0.144 RAIN=-1 PRINT HYD ID=2 CODE=10 * *S COMBINED FLOW (BASINS L7.1 & L7.2) ADD HYD ID=27 HYD=L7.2_3 ID=50 ID=2 PRINT HYD ID=27 CODE=10 * *S DIVIDE ID=27 INTO 3 THIRDS FOR PONDS 6, 7 AND 8 DIVIDE HYD ID=27 Q=-.333 ID=1 HYD=L7.2_4 ID=3 HYD=L7.2_5 PRINT HYD ID=1 CODE=10 * * *S ADD 1ST THIRD TO ROUTED FLOW ADD HYD ID=10 HYD=TO_DAM6 ID=1 ID=10 PRINT HYD ID=10 CODE=10 * *S *S *S ROUTE FLOW THROUGH POND #6 ROUTE RESERVOIR ID=9 HYD=POND6 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5321.0 63 7.24 5323.0 120 14.92 5325.0 156 23.04 5327.0 162 25.07 5327.5 2035 40.72 5331 PRINT HYD ID=9 CODE=10 *S *S *S ADD 2ND THIRD TO POND OUTFLOW ADD HYD ID=10 HYD=TO_DAM7 ID=1 ID=9 PRINT HYD ID=10 CODE=10 * *S *S *S ROUTE FLOW THROUGH POND #7 ROUTE RESERVOIR ID=9 HYD=POND7 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5300.0 60. 5.25 5302.3 130. 10.85 5304.3 180. 16.82 5306.3 3424 29.78 5310 PRINT HYD ID=9 CODE=10 *S *S *S ADD LAST THIRD TO POND OUTFLOW ADD HYD ID=10 HYD=TO_DAM8 ID=1 ID=9 PRINT HYD ID=10 CODE=10 *S *S *S ROUTE FLOW THROUGH POND #8 ROUTE RESERVOIR ID=9 HYD=POND8 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5287.0 12 3.15 5288.0 42 9.75 5290.0 60 16.79 5292.0 74 24.22 5294.0 86 32.08 5296.0 90 36.23 5297.0 869 49.14 5300 PRINT HYD ID=9 CODE=10 *S *S *S ROUTE OVERLAND FLOW FROM BASINS L0.1-L7.2 THROUGH BASIN L9.2 * THIS ACCOUNTS FOR THE TIME IT TAKES FLOW TO GET THROUGH DAM(S) IN BASIN L9.2 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.035 FP SLP=.044 N=.03 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=10 HYD=L9.2_1 INFLOW ID=9 DT=0HR L=1150 NS=0 SLOPE=0.035 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=10 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.10 *S ********************************************************************************************************************************************************** *S COMPUTE HYDROGRAPH FOR BASIN L9.1 COMPUTE NM HYD ID=1 HYD=L9.1 DA=0.2656 SQ MI PER A=75 PER B=21 PER C=4 PER D=0 TP=-0.191 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE 9.1 THRU 9.2 IN "DAM 9" ARROYO COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.035 FP SLP=.035 N=.03 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=50 HYD=L9.2_2 INFLOW ID=1 DT=0HR L=2600 NS=0 SLOPE=0.035 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * *S COMPUTE HYDROGRAPH FOR BASIN L9.2 COMPUTE NM HYD ID=2 HYD=L9.2 DA=0.1313 SQ MI PER A=88 PER B=4 PER C=8 PER D=0 TP=-0.213 RAIN=-1 PRINT HYD ID=2 CODE=10 * *S COMBINED FLOW L9.1 AND L9.2 ADD HYD ID=21 HYD=L9.2_3 ID=50 ID=2 PRINT HYD ID=21 CODE=10 * * *S COMBINED FLOW (BASINS L0.1-L7.2) AND L9.1-L9.2 ADD HYD ID=10 HYD=TO_DAM9 ID=21 ID=10 PRINT HYD ID=10 CODE=10 * *S ROUTE FLOW THROUGH POND #9 ROUTE RESERVOIR ID=9 HYD=POND9 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5267.0 30. 2.4 5269.0 58. 8.81 5271.0 78. 13.71 5273.0 92. 18.98 5275.0 99 21.79 5276 507. 24.59 5277.0 2741. 30.57 5279.0 PRINT HYD ID=9 CODE=10 * *S ROUTE OUTFLOW OVERLAND THROUGH BASIN L12.20 * THIS ACCOUNTS FOR THE TIME IT TAKES FLOW TO GET THRU DAM(S) IN BASIN L12.20 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CHSLP=.021 FP SLP=.027 N=.030 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=10 HYD=TO_DAM10 INFLOW ID=9 DT=0HR L=2000 NS=0 SLOPE=0.021 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=10 CODE=10 * ********************************************************************************************************************************************************** *S**************************************************************************** *S CALCULATE RUNOFF BEGINNING AT THE TOP OF LADERA L12 WATERSHED. *S UPPER LADERA BASINS START AT DOUBLE EAGLE II AIRPORT & DRAIN TO DAM12 *S REGION B2 *S**************************************************************************** * SEDIMENT BULK CODE=1 FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.1 NON-CONTRIBUTING BASIN. COMPUTE NM HYD ID=1 HYD=L12.1 DA=0.2219 SQ MI PER A=77 PER B=0 PER C=18 PER D=5 TP=-0.386 RAIN=-1 PRINT HYD ID=1 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.2 NON-CONTRIBUTING BASIN. COMPUTE NM HYD ID=2 HYD=L12.2 DA=1.1359 SQ MI PER A=83 PER B=1 PER C=12 PER D=4 TP=-0.147 RAIN=-1 PRINT HYD ID=2 CODE=10 * *S COMBINED FLOW FROM NON-CONTRIBUTING BASINS (BASIN L12.1 AND L12.2) *S NOTE: THERE IS ON-SITE RETENTION BETWEEN THE RUNWAYS. THIS WILL *S ATTENUATE FLOW. ALSO, THE PLAYA IN L12.2 CAN HOLD ESTIMATED 70 ACRE-FT. ADD HYD ID=4 HYD=L12.2_1 ID=1 ID=2 PRINT HYD ID=4 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.3 COMPUTE NM HYD ID=1 HYD=L12.3 DA=0.3313 SQ MI PER A=96 PER B=0 PER C=4 PER D=0 TP=-0.424 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.3 THROUGH L12.6 * TYPICAL CROSS SECTION A TRANSITIONS TO E COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.006 FP SLP=0.006 N=0.030 DIST=400 DIST ELEV DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=49 HYD=L12.3_1 INFLOW ID=1 DT=0HR L=5400 NS=0 SLOPE=0.006 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=4.0 CH SLP=0.0013 FP SLP=0.0013 N=0.030 DIST=48 DIST ELEV DIST ELEV DIST ELEV 0 4 10 3 19 0 29 0 38 3 48 4 ROUTE MCUNGE ID=50 HYD=L12.3_1 INFLOW ID=49 DT=0HR L=1600 NS=0 SLOPE=0.0013 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.5 COMPUTE NM HYD ID=1 HYD=L12.5 DA=0.7313 SQ MI PER A=98 PER B=0 PER C=2 PER D=0 TP=-0.448 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.5 THROUGH L12.4 * TYPICAL CROSS SECTION A COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0022 FP SLP=0.0022 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=51 HYD=L12.4_1 INFLOW ID=1 DT=0HR L=1850 NS=0 SLOPE=0.0022 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=51 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.4 COMPUTE NM HYD ID=1 HYD=L12.4 DA=0.6016 SQ MI PER A=95 PER B=0 PER C=4 PER D=1 TP=-0.411 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD L12.4 AND L12.5 ADD HYD ID=2 HYD=L12.4_2 ID=1 ID=51 PRINT HYD ID=2 CODE=10 * *S ROUTE COMBINED (L12.4 AND L12.5) THROUGH L12.6 * TYPICAL CROSS SECTION A COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0059 FP SLP=0.0059 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=51 HYD=L12.6_1 INFLOW ID=2 DT=0HR L=5250 NS=0 SLOPE=0.0059 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=51 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.6 COMPUTE NM HYD ID=1 HYD=L12.6 DA=0.9453 SQ MI PER A=87 PER B=0 PER C=12 PER D=1 TP=-0.504 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD (L12.4-5) & L12.6 ADD HYD ID=2 HYD=L12.6_2 ID=1 ID=51 PRINT HYD ID=2 CODE=10 * *S ADD (L12.4-6) & L12.3 ADD HYD ID=4 HYD=L12.6_3 ID=2 ID=50 PRINT HYD ID=4 CODE=10 * *S ROUTE COMBINED (L12.3, L12.4, L12.5, AND L12.6) THROUGH L12.7 * TYPICAL CROSS SECTION E, 2 SLOPES COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=4.0 CH SLP=0.0006 FP SLP=0.0006 N=0.030 DIST=48 DIST ELEV DIST ELEV 0 4 10 3 19 0 29 0 38 3 48 4 ROUTE MCUNGE ID=49 HYD=L12.7_1 INFLOW ID=4 DT=0HR L=1000 NS=0 SLOPE=0.0006 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=4.0 CH SLP=0.0097 FP SLP=0.0097 N=0.030 DIST=48 DIST ELEV DIST ELEV 0 4 10 3 19 0 29 0 38 3 48 4 ROUTE MCUNGE ID=50 HYD=L12.7_1 INFLOW ID=49 DT=0HR L=1350 NS=0 SLOPE=0.0097 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.7 COMPUTE NM HYD ID=1 HYD=L12.7 DA=1.0563 SQ MI PER A=97 PER B=0 PER C=2 PER D=1 TP=-0.549 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD (L12.3-6) & L12.7 ADD HYD ID=3 HYD=L12.7_2 ID=1 ID=50 PRINT HYD ID=3 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.8 COMPUTE NM HYD ID=1 HYD=L12.8 DA=0.4219 SQ MI PER A=97 PER B=0 PER C=2 PER D=1 TP=-0.566 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.8 THROUGH L12.7 * TYPICAL CROSS SECTION E COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=4.0 CH SLP=0.0139 FP SLP=0.0139 N=0.030 DIST=48 DIST ELEV DIST ELEV 0 4 10 3 19 0 29 0 38 3 48 4 ROUTE MCUNGE ID=50 HYD=L12.7_3 INFLOW ID=1 DT=0HR L=575 NS=0 SLOPE=0.0139 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * *S ADD (L12.3-7) & L12.8 ADD HYD ID=3 HYD=L12.7_4 ID=3 ID=50 PRINT HYD ID=3 CODE=10 * * *S ROUTE COMBINED (L12.3-8) THROUGH L12.9 -- UPPER REACHES MIREHAVEN A ARROYO * TYPICAL CROSS SECTION A TRANSITIONS TO B COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0327 FP SLP=0.0327 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=49 HYD=L12.9_1 INFLOW ID=3 DT=0HR L=600 NS=0 SLOPE=0.0327 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=10.0 CH SLP=0.0198 FP SLP=0.0198 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 10 85 5 135 0 165 0 215 5 300 10 ROUTE MCUNGE ID=50 HYD=L12.9_1 INFLOW ID=49 DT=0HR L=4150 NS=0 SLOPE=0.0198 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.07 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.9 COMPUTE NM HYD ID=1 HYD=L12.9 DA=0.6594 SQ MI PER A=92 PER B=7 PER C=1 PER D=0 TP=-0.384 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD (ROUTED L12.3-8) & L12.9 ADD HYD ID=4 HYD=L12.9_2 ID=1 ID=50 PRINT HYD ID=4 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.11 COMPUTE NM HYD ID=1 HYD=L12.11 DA=0.2734 SQ MI PER A=98 PER B=0 PER C=1 PER D=1 TP=-0.526 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.11 THROUGH L12.12 * TYPICAL CROSS SECTION A TRANSITIONS TO B COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0189 FP SLP=0.0189 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=49 HYD=L12.12_1 INFLOW ID=1 DT=0HR L=1900 NS=0 SLOPE=0.0189 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=10.0 CH SLP=0.0246 FP SLP=0.0246 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 10 85 5 135 0 165 0 215 5 300 10 ROUTE MCUNGE ID=50 HYD=L12.12_1 INFLOW ID=49 DT=0HR L=3450 NS=0 SLOPE=0.0246 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S ADD ROUTED L12.11 & L12.3-9 ADD HYD ID=2 HYD=L12.12_2 ID=4 ID=50 PRINT HYD ID=2 CODE=10 *S *S ROUTE COMBINED (L12.3-9,11) THROUGH L12.12 -- UPPER REACHES OF MIREHAVEN "A" * TYPICAL CROSS SECTION C COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.0133 FP SLP=0.0133 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=50 HYD=L12.12_3 INFLOW ID=2 DT=0HR L=1125 NS=0 SLOPE=0.0133 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.07 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.12 COMPUTE NM HYD ID=1 HYD=L12.12 DA=0.3531 SQ MI PER A=99 PER B=1 PER C=0 PER D=0 TP=-0.370 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD ROUTED L12.3-9,11 & L12.12 ADD HYD ID=3 HYD=L12.12_4 ID=1 ID=50 PRINT HYD ID=3 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.10 COMPUTE NM HYD ID=1 HYD=L12.10 DA=0.2219 SQ MI PER A=83 PER B=11 PER C=6 PER D=0 TP=-0.240 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD ROUTED L12.3-9,11,12 & L12.10 ADD HYD ID=4 HYD=L12.10_1 ID=1 ID=3 PRINT HYD ID=4 CODE=10 * *S ROUTE COMBINED (L12.3-12) THROUGH L12.13 -- *S MIREHAVEN "A" ROUTED FROM PLATEAU ABOVE ESCARPMENT TO BELOW ESCARPMENT * TYPICAL CROSS SECTION C, THREE CHANGES IN SLOPE COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.0211 FP SLP=0.0211 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=49 HYD=L12.13_1 INFLOW ID=4 DT=0.0 L=3525 NS=0 SLOPE=0.0211 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.5231 FP SLP=0.5231 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=4 HYD=L12.13_1 INFLOW ID=49 DT=0.0 L=350 NS=0 SLOPE=0.5231 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=3 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.0600 FP SLP=0.0600 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=50 HYD=L12.13_1 INFLOW ID=4 DT=0.0 L=250 NS=0 SLOPE=0.0600 MATCODE=0 REGCODE=0 CCODE=0 *ROUTE MCUNGE ID=50 HYD=L12.13_1 INFLOW ID=4 DT=0.0 L=4125 * NS=0 SLOPE=0.0237 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * *S *S COMPUTE HYDROGRAPH FOR BASIN L12.13 COMPUTE NM HYD ID=1 HYD=L12.13 DA=0.2609 SQ MI PER A=94 PER B=1 PER C=5 PER D=0 TP=-0.234 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD ROUTED L12.3-12 & L12.13 *S TOTAL MIREHAVEN "A" ARROYO FLOW AT BASE OF ESCARPMENT ADD HYD ID=4 HYD=L12.13_2 ID=1 ID=50 PRINT HYD ID=4 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.15 COMPUTE NM HYD ID=1 HYD=L12.15 DA=0.4391 SQ MI PER A=98 PER B=0 PER C=1 PER D=1 TP=-0.480 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.15 THROUGH L12.16 -- MIREHAVEN "C" ARROYO * TYPICAL CROSS SECTION A TRANSITIONS TO B TO C COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0123 FP SLP=0.0123 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=49 HYD=L12.16_1 INFLOW ID=1 DT=0HR L=3100 NS=0 SLOPE=0.0123 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=10.0 CH SLP=0.0346 FP SLP=0.0346 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 10 85 5 135 0 165 0 215 5 300 10 ROUTE MCUNGE ID=1 HYD=L12.16_1 INFLOW ID=49 DT=0HR L=3900 NS=0 SLOPE=0.0346 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=3 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.0345 FP SLP=0.0345 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=50 HYD=L12.16_1 INFLOW ID=1 DT=0HR L=4100 NS=0 SLOPE=0.0345 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.07 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.16 COMPUTE NM HYD ID=1 HYD=L12.16 DA=0.8547 SQ MI PER A=74 PER B=24 PER C=2 PER D=0 TP=-0.513 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD ROUTED L12.15 & L12.16 ADD HYD ID=2 HYD=L12.16_2 ID=1 ID=50 PRINT HYD ID=2 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.14 *S MIREHAVEN "B" ARROYO COMPUTE NM HYD ID=1 HYD=L12.14 DA=0.4016 SQ MI PER A=64 PER B=34 PER C=2 PER D=0 TP=-0.505 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD L12.15,16 & L12.14 ADD HYD ID=3 HYD=L12.14_1 ID=1 ID=2 PRINT HYD ID=3 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.17 COMPUTE NM HYD ID=1 HYD=L12.17 DA=0.2031 SQ MI PER A=66 PER B=31 PER C=3 PER D=0 TP=-0.235 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD L12.14-16 & L12.17 -- FLOW AT LADERA TRAINING DIKE ADD HYD ID=2 HYD=DIKE ID=1 ID=3 PRINT HYD ID=2 CODE=10 * *S ROUTE COMBINED (L12.14-L12.17) IN MIREHAVEN ARROYO DNSTREAM FROM TRNG DIKE *S TO CONFLUENCE WITH MIREHAVEN "A" ARROYO BELOW ESCARPMENT * TYPICAL CROSS SECTION D COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5.0 CH SLP=0.0332 FP SLP=0.0332 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 5 130 2 140 0 260 0 270 2 400 5 ROUTE MCUNGE ID=50 HYD=L12.18_1 INFLOW ID=2 DT=0HR L=2950 NS=0 SLOPE=0.0332 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S ADD L12.14-17 & L12.3-13 *S TOTAL FLOW MIREHAVEN A, B, C ARROYOS BELOW ESCARPMT, DNSTRM FROM TR DIKE ADD HYD ID=3 HYD=L12.18_2 ID=4 ID=50 PRINT HYD ID=3 CODE=10 * *S ROUTE L12.3-17 THROUGH MIREHAVEN ARROYO TO INTERSECTION W/FUTURE 98TH ST * TYPICAL CROSS SECTION D COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5.0 CH SLP=0.0221 FP SLP=0.0221 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 5 130 2 140 0 260 0 270 2 400 5 ROUTE MCUNGE ID=50 HYD=L12.18_3 INFLOW ID=3 DT=0HR L=4625 NS=0 SLOPE=0.0221 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.18 COMPUTE NM HYD ID=1 HYD=L12.18 DA=0.5141 SQ MI PER A=89 PER B=6 PER C=5 PER D=0 TP=-0.295 RAIN=-1 PRINT HYD ID=1 CODE=10 *S *S ADD L12.3-17 & L12.18 -- TOTAL FLOW IN MIREHAVEN AT FUTURE 98TH STREET ADD HYD ID=2 HYD=L12.18_4 ID=1 ID=50 PRINT HYD ID=2 CODE=10 *S COMPUTE HYDROGRAPH FOR BASIN L14.5 * BASIN L14.5 = BASINS 130.2 + 130.3 FROM NW MESA DMP COMPUTE NM HYD ID=1 HYD=L14.5 DA=0.0828 SQ MI PER A=87 PER B=2 PER C=11 PER D=0 TP=-0.133 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD L12.3-18 & L14.5 ADD HYD ID=3 HYD=L12.18_5 ID=1 ID=2 PRINT HYD ID=3 CODE=10 * *S COMPUTE HYDROGRAPH FOR BASIN L12.19 COMPUTE NM HYD ID=1 HYD=L12.19 DA=0.1844 SQ MI PER A=80 PER B=18 PER C=2 PER D=0 TP=-0.150 RAIN=-1 PRINT HYD ID=1 CODE=10 *S* BASIN L12.20 DIVIDED INTO L12.20A AND L12.20C *S* BASIN DIVISION DUE TO THE CROSSINGS SUBDIVISION *s* *S COMPUTE HYDROGRAPH FOR BASIN L12.20C COMPUTE NM HYD ID=6 HYD=L12.20C DA=.059 SQ MI PER A=77 PRR B=9 PER C=14 PER D=0 TP=-0.133 RAIN=-1 PRINT HYD ID=6 CODE=10 *S ADD L12.18-14.5A TO BASIN L12.20C *S FLOW GOES TO DAM 12 ADD HYD ID=7 HYD=L12.18-14.5AL12.20C ID=3 ID=6 PRINT HYD ID=7 CODE=10 *S COMPUTE HYDROGRAPH FOR BASIN L12.20A COMPUTE NM HYD ID=8 HYD=L12.20A DA=0.1498 SQ MI PER A=77 PER B=9 PER C=14 PER D=0 TP=-0.133 RAIN=-1 PRINT HYD ID=8 CODE=10 * *S ADD L12.19 TO BASIN L12.20A *S FLOW GOES TO DAM 10 ADD HYD ID=5 HYD=L12.19.20A ID=8 ID=1 PRINT HYD ID=5 CODE=10 *S ADD TO GET TOTAL DAM #10 INFLOW ADD HYD ID=12 HYD=DAM10.INFLOW ID=10 ID=5 PRINT HYD ID=12 CODE=10 *S *S *S ROUTE COMBINED THROUGH DAM #10 ROUTE RESERVOIR ID=9 HYD=POND10 INFLOW ID=12 CODE=10 OUTFLOW STORAGE ELEVATION (CFS) (AC/FT) (FT) 0 0 5244 14 6.77 5246 30 13.95 5248 38 21.54 5250 47 29.56 5252 54 38.01 5254 63 51.55 5257 960 66.04 5260 PRINT HYD ID=9 CODE=10 *S ***************************************************************************************************************** *S POND 11 CALCULATIONS *S BASINS TAKEN FROM "THE CROSSINGS" DRAINAGE REPORT ***************************************************************************************************************** *S COMPUTE HYDROGRAPHS FOR BASINS IN THE CROSSINGS *S COMPUTE HYDROGRAPHS FOR BASINS 1-5 COMPUTE NM HYD ID=2 HYD=B1_5 DA=0.016 SQ MI PER A=0 PER B=20 PER C=30 PER D=50 TP=-0.133 RAIN=-1 PRINT HYD ID=2 CODE=10 * *S COMPUTE HYDROGRAPHS FOR BASIN D4 COMPUTE NM HYD ID=1 HYD=D4 DA=0.0012 SQ MI PER A=0 PER B=20 PER C=30 PER D=50 TP=-0.133 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD BASINS D4 AND 1-5 ADD HYD ID=3 HYD=D41_5 ID=2 ID=1 PRINT HYD ID=3 CODE=10 *S *S COMPUTE HYDROGRAPHS FOR BASIN D9 AND D11 COMPUTE NM HYD ID=1 HYD=D911 DA=0.006 SQ MI PER A=30 PER B=30 PER C=33 PER D=7 TP=-0.133 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD BASINS D911 AND UPSTREAM ADD HYD ID=1 HYD=D41_5 ID=3 ID=1 PRINT HYD ID=1 CODE=10 *S *S COMPUTE HYDROGRAPHS FOR BASIN D10 AND D12 COMPUTE NM HYD ID=2 HYD=D1012 DA=0.003 SQ MI PER A=0 PER B=10 PER C=20 PER D=70 TP=-0.133 RAIN=-1 PRINT HYD ID=2 CODE=10 * * *S ADD BASINS D1012 AND UPSTREAM ADD HYD ID=2 HYD=D41_5 ID=2 ID=1 PRINT HYD ID=2 CODE=10 *S *S COMPUTE HYDROGRAPHS FOR BASIN D15 COMPUTE NM HYD ID=3 HYD=D15 DA=0.0044 SQ MI PER A=60 PER B=10 PER C=30 PER D=0 TP=-0.133 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ADD BASINS D15 AND UPSTREAM ADD HYD ID=1 HYD=TO_DAM11 ID=3 ID=2 PRINT HYD ID=1 CODE=10 *S *S ADD ALL FLOW INTO POND#11 PLUS POND#10 FLOW ADD HYD ID=1 HYD=TO_DAM11 ID=1 ID=9 PRINT HYD ID=1 CODE=10 *S *S ROUTE TOTAL FLOW THROUGH DAM #11 * CREST=5234.7, TOP=5236.5, 1-24" ROUTE RESERVOIR ID=9 HYD=POND11 INFLOW ID=1 CODE=10 OUTFLOW STORAGE ELEVATION (CFS) (AC/FT) (FT) 0 0 5225 8 4 5228 37 17 5232 47 29 5234.7 68 30 5235 276 34 5236 503 36.17 5236.5 PRINT HYD ID=9 CODE=10 *S *S FINISH ***********************************************************************************************************