*S* PROJECT NAME: VENTANA DAM PARK CAPACITY ANALYSIS, ALBUQUERQUE, NM *S* JOB NO. 080119 *S* DATE: MAY 2008 *S* *S* INPUT FILE NAME: 1003Ph1&2.hym *S* OUTPUT FILE NAME: 1003Ph1&2.out *S* FILES LOCATION: P:\20110210\WR\Calculations\Programs\AHYMO\Phase1&2 *S* COMMENTS: *S* *S* ******100-YR ANALYSIS******** *S* *S* *S* THIS MODEL COMPUTES THE 100-YR, 24-HR RUNOFF FOR THE LAS VENTANAS *S* DAM WATERSHED, WITH ROUTING THROUGH THE LAS VENTANAS DAM. *S* *S* THIS MODEL USES THE ORIGINAL ASSUMPTIONS FOUND IN THE PIEDRAS MARCADAS *S* HYDROLOGY MODEL. *S* *S* THE STAGE-DISCHARGE CURVE IS FROM ORIGINAL DESIGN MODEL, W/O ANY MODIFICATIONS *S* *S* THIS 100-YR MODEL IS BASED ON THE HALF-PMP MODEL WITH THE DIVIDE HYDS COMMENTED OUT *S* * THIS MODEL USES A REVISED STAGE-STORAGE BASED ON THE LATEST MAPPING * SUPPLIED BY SURVEY CONTROL (THOMAS MANN & ASSOCIATES, INC) * USING EXISTING CONTOURS FROM SURVEY CONTROL THE FOLLOWING IS THE * EXISTING CONDITIONS (PRE-TRACT F GRADING, 5/2008) FOR THE DAM * Note speacial change to stage-storage with inclusion of Phase 1 and Phase 2 and Sediment re * Changes were applied to the stage-storage curve at ROUTE RESERVOIR Command * * from SurveyControl * Elevation Elevation Storage * (ft) NGVD29 (ft) NAVD88 (ac-ft) * 5395 5397.83 0.0 * 5396 5398.83 0.2 * 5397 5399.83 2.4 * 5398 5400.83 9.6 * 5399 5401.83 23.1 * 5400 5402.83 41.6 * 5401 5403.83 65.6 * 5402 5404.83 96.1 * 5403 5405.83 132.9 * 5404 5406.83 174.6 * 5404.75 5407.58 208.9 * 5405 5407.83 220.9 * 5406 5408.83 270.4 * 5407 5409.83 321.8 * 5408 5410.83 374.6 * ************************************************************************************** * THE FOLLOWING IS THE ORIGINAL MODELS HEADER, SKS 5/2008 ************************************************************************************* *SUMMARY 1 MID. B. PIEDRAS- 1/2PMP LOCAL - DEV CONDS WITH BULK - MODIFIED 8/95 *NOINPUT *NOOUTPUT **********Piedras Marcadas Arroyo Analysis AUGUST 1991 ***************** *********************Molzen-Corbin & Associates ************************* *******************FUTURE CONDITIONS************************************* ********* ALL BASINS FULLY DEVELOPED EXCEPT PETROGLYPH PARK AREA ****** *** THESE CONDITIONS ARE BASED ON UNSER AND PASEO DEL NORTE ALREADY ***** *** IN PLACE AS PROPOSED; BASIN BOUNDARIES ARE BASED ON THIS. ***** ******* 100#-main branch, 200#-north br., 300#-middle, 400#-south br.**** ************************************************************************* * ****>>> ****>>> DEVELOPED CONDITION RUN FOR THE MIDDLE BRANCH ****>>> CHANGED BY H. STONE TO INCLUDE: ****>>> SHENANDOAH ESTATES SUBDIVISION ****>>> RANCHO2 SUBDIVISION ****>>> LAS TERRAZAS SUBDIVISION (H-10) ****>>> TRACT H-17B (CENTEX) ****>>> **** MODIFIED 11/94 BY N. MUSINSKI (BHI) FOR LAS VENTANAS SUBDIVISION. **** NOTES: **** 1. SUBDIVIDED MCA'S BASINS 314, 315, 317, 318, 319 TO ACCOMODATE **** PROPOSED CONDITIONS FOR LAS VENTANAS. USED DT=0.05 ****** 2. ADDED BASINS 501-505, 601, & 602. THEY OCCUPY A TOTAL **** OF ABOUT 0.9 SQ MI. **** MODIFIED 7/95: DON'T ADD BASIN 317A, **** PER ADDENDUM DATED 7/20/95. **** MODIFIED 8/95: 1/2PMP LOCAL STORM. ****************************************************************************** *********************HUITT-ZOLLARS INC.REVISIONS****************************** *******BASINS REVISED TO REFLECT EXISTING CONDITIONS************************** *BASIN 501 SPLIT INTO 501.1, 501.2 AND 501.3 TO REFLECT UNDEVELOPED AREA****** *SIZE OF BASIN 502 REDUCED SINCE MORE AREA DISCHARGES NORTH AWAY FROM DAM***** *SIZE OF BASIN 503W REDUCED SINCE MORE AREA DISCHARGES NORTH AWAY FROM DAM**** *BASIN 319A SPLIT INTO 319A.1, 319A.2 AND 319A.3 TO REFLECT UNDEVELOPED AREA** *ADDITIONAL BASINS 316NW.1 AND 316NW.2 DUE TO SURVEY OF FIELD CONDITIONS****** ****************************************************************************** START 0.00 RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.84 RAIN SIX=2.20 RAIN DAY=2.66 DT=0.10 SEDIMENT BULK CODE=1 FACTOR=1.0 *S* *S**************************************************************************** *S***** ANALYSIS FOR LAS VENTANAS SUBDIVISION DRAINAGE MASTER PLAN *********** *S* * *S* TWO MAIN SYSTEMS CONVEY FLOWS TO THE LARGE POND IN BASIN 316. THIS * *S* POND IS CALLED "LAS VENTANAS DRAINAGE FACILITY NO. 1" (LVDF NO. 1). * *S* THE TWO MAIN SYSTEMS CONSIST OF ONE IN THE NORTH AND ONE IN THE SOUTH * *S* PART OF THE SUBDIVISION. NORTH IS THE "WEST BRANCH CALABACILLAS * *S* DIVERSION SYSTEM", AND SOUTH IS THE "NORTH BRANCH PIEDRAS MARCADAS * *S* SYSTEM". * *S**************************************************************************** *S******* W BRANCH CALABACILLAS DIVERSION SYSTEM FOR LAS VENTANAS *********** *S* MAIN CHANNEL IS "WEST BRANCH CALABACILLAS DIVERSION CHANNEL" ************* *S* *S************** CALC BASIN 502 FLOW *************** COMPUTE NM HYD ID=1 HYD=502 DA=.01028 PER A=7 PER B=14 PER C=20 PER D=59 TP=-.133 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=502 * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S********* ROUTE DISCHARGE THRU BASIN 503W 36" PIPE (REACH 1)******* COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.04 DIA=36 N=.015 COMPUTE TRAVEL TIME ID=-2 REACH=1 VS NO=1 L=2000 SLP=.03 ROUTE ID=2 HYD=503W.1 INFLOW ID=1 DT=0.05 PRINT HYD ID=2 CODE=10 *S****ROUTE 502 FLOW THROUGH POND IN NEIGHBORHOOD PARK AT W SIDE OF 503W **** ROUTE RESERVOIR ID=3 HYD=503W.2 INFLOW ID=2 CODE=10 OUTFLOW STORAGE DEPTH 0 0 0 9 0.8 .8 15 2.0 2 20 3.0 3 25 3.4 3.5 *S********* ROUTE DISCHARGE THRU 36" PIPE IN BASIN 503W (REACH 2) ******* COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.015 DIA=36 N=.015 COMPUTE TRAVEL TIME ID=-2 REACH=2 VS NO=1 L=500 SLP=.015 ROUTE ID=2 HYD=503W.3 INFLOW ID=3 DT=0.05 PRINT HYD ID=2 CODE=10 *S************** CALC BASIN 503W FLOW *************** COMPUTE NM HYD ID=1 HYD=503W DA=.12730 PER A=4 PER B=20 PER C=30 PER D=46 TP=-.223 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=503W * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S** DIVIDE 503W FLOWS INTO OVERLAND & PIPE FLOWS ************** *S* 100 CFS TO 42" PIPE IN RAINBOW (REACH 4) ************** DIVIDE HYD ID=1 Q=100 ID=6 HYD=503M.1 ID=4 HYD=503M.2 *S***** ROUTE RAINBOW PIPE FLOWS SOUTH TO RAINBOW & LOOP RD INTERSECTION******* COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.015 DIA=42 N=.015 COMPUTE TRAVEL TIME ID=-7 REACH=3 VS NO=1 L=600 SLP=.015 ROUTE ID=7 HYD=503M.11 INFLOW ID=6 DT=0.05 PRINT HYD ID=7 CODE=10 *S***ROUTE OVERLAND FLOWS SOUTH ON RAINBOW BLVD **** COMPUTE RATING CURVE CID=1 VS NO=1 NSEG=3 MINELEV=0 MAXELEV=3 CHSLP=.015 FPSLP=.015 N=.035 STA=20 N=.017 STA=104 N=.035 STA=123 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 3 1 1.1 20 .67 20.1 0 36 .4 52 0 52.1 .67 62 1 72 .67 72.1 0 88 .4 104 0 104.1 .67 122 1.1 123 3 COMPUTE TRAVEL TIME ID=-8 VSNO=1 REACH=1 L=600 SLP=.015 ROUTE ID=8 HYD=503M.21 INFLOWID=4 DT=0.05 PRINT HYD ID=8 CODE=10 *S*** ADD 503W OVERLAND AND PIPE FLOWS AT RAINBOW & LOOP RD********* ADD HYD ID=9 HYD=503W.5 ID I=7 II=8 PRINT HYD ID=9 CODE=10 *S*** ADD 503W FLOWS TO ROUTED FLOWS FROM 503W POND ADD HYD ID=3 HYD=503W.6 ID I=2 II=9 PRINT HYD ID=3 CODE=10 *S************** CALC BASIN 504E FLOW *************** COMPUTE NM HYD ID=1 HYD=504E DA=.074 PER A=4 PER B=20 PER C=30 PER D=46 TP=-.266 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=504E * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S** DIVIDE 504E FLOWS; (LOWER PART OF 504E IS ADDED LATER AT PARK) ****** DIVIDE HYD ID=1 Q=0 ID=2 HYD=504E.1 ID=5 HYD=504E.2 *S** ADD UPPER PART OF BASIN 504E TO ROUTED FLOWS FROM 503W POND ********** ADD HYD ID=4 HYD=503W.7 ID I=3 II=5 PRINT HYD ID=4 CODE=10 *S** DIVIDE COMBINED FLOWS INTO OVERLAND AND PIPE FLOWS ****** DIVIDE HYD ID=4 Q=185 ID=7 HYD=503W.71 ID=8 HYD=503W.72 *S* ROUTE PIPE FLOWS IN 54" PIPE (REACH 3) TO W BRANCH CALABACILLAS DIV CHAN *** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.012 DIA=54 N=.015 COMPUTE TRAVEL TIME ID=-3 REACH=5 VS NO=1 L=1800 SLP=.012 ROUTE ID=3 HYD=503M.4 INFLOW ID=7 DT=0.05 PRINT HYD ID=3 CODE=10 *S***ROUTE OVERLAND FLOWS EAST TO W BR CALAB DIV CHAN **** COMPUTE RATING CURVE CID=1 VS NO=1 NSEG=3 MINELEV=0 MAXELEV=3 CHSLP=.012 FPSLP=.012 N=.035 STA=20 N=.017 STA=52.1 N=.035 STA=73 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 3 1 1.1 20 .67 20.1 0 36 .4 52 0 52.1 .67 72 1.1 73 3 COMPUTE TRAVEL TIME ID=-9 VSNO=1 REACH=1 L=1800 SLP=.012 ROUTE ID=9 HYD=503M.41 INFLOWID=8 DT=0.05 PRINT HYD ID=9 CODE=10 *S*** ADD OVERLAND AND PIPE FLOWS AT W BR CALAB DIV CHAN ********* ADD HYD ID=10 HYD=503M.42 ID I=9 II=3 PRINT HYD ID=10 CODE=10 *S* *S************** CALC BASIN 503M FLOW *************** COMPUTE NM HYD ID=1 HYD=503M DA=.072 PER A=4 PER B=20 PER C=30 PER D=46 TP=-.306 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=503M * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S***** ROUTE FLOWS SE VIA W BRANCH CALABACILLAS DIV CHAN ************ COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=3 CH SLP=.005 FP SLP=.005 N=.015 DIST=22 DIST ELEV 0 3 6 0 16 0 22 3 COMPUTE TRAVEL TIME ID=-7 REACH=4 VS NO=1 L=200 SLP=.005 ROUTE ID=7 HYD=503M.3 INFLOW ID=1 DT=0.05 PRINT HYD ID=7 CODE=10 *S*** ADD COMBINED FLOWS TO ROUTED FLOWS FROM W BR CALAB DIV CHAN ADD HYD ID=8 HYD=503M.5 ID I=10 II=7 PRINT HYD ID=8 CODE=10 *S* ROUTE W. BRANCH CALAB DIV CHAN TO NEIGHBORHOOD PARK IN E. 503/504 ***** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=4 CH SLP=.005 FP SLP=.005 N=.015 DIST=26 DIST ELEV 0 4 8 0 18 0 26 4 COMPUTE TRAVEL TIME ID=-7 REACH=6 VS NO=1 L=1800 SLP=.005 ROUTE ID=7 HYD=503M.6 INFLOW ID=8 DT=0.05 PRINT HYD ID=7 CODE=10 *S** ADD DIVIDED FLOWS FROM 504E TO CHAN FLOWS AT PARK IN E. 503/504 ****** ADD HYD ID=5 HYD=503M.7 ID I=2 II=7 PRINT HYD ID=5 CODE=10 *S************** CALC BASIN 316NW.1 FLOWS ********************* COMPUTE NM HYD ID=1 HYD=316NW.1 DA=.00730 PER A=2 PER B=33 PER C=15 PER D=50 TP=-.133 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=316NW.1 * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S************** CALC BASIN 316NW.2 FLOWS ********************* COMPUTE NM HYD ID=2 HYD=316NW.2 DA=.01668 PER A=2 PER B=33 PER C=15 PER D=50 TP=-.133 RAIN=-1 *DIVIDE HYD ID=2 Q=0 ID=2 HYD=316NW.2 * ID=40 HYD=HALF PRINT HYD ID=2 CODE=10 *S*************** ADD 316NW.1 TO 316NW.2*********** ADD HYD ID=2 HYD=316NW.ADD ID I=1 II=2 PRINT HYD ID=2 CODE=10 *S************** CALC BASIN 316NW FLOWS ********************* COMPUTE NM HYD ID=1 HYD=316NW.ADD1 DA=.055 PER A=2 PER B=33 PER C=15 PER D=50 TP=-.133 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=316NW.ADD1 * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S*************** ADD 316NW.ADD1 TO 316NW.ADD*********** ADD HYD ID=1 HYD=316NW ID I=1 II=2 PRINT HYD ID=1 CODE=10 *S*************** ADD 316NW FLOW TO CHAN FLOWS *********** ADD HYD ID=2 HYD=316NW.R ID I=5 II=1 PRINT HYD ID=2 CODE=10 *S********* ROUTE THRU W BRANCH CALABACILLAS DIV CHAN TO LVDF NO. 1 **** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=5 CH SLP=.005 FP SLP=.005 N=0.015 DIST=30 DIST ELEV 0 5 10 0 20 0 30 5 COMPUTE TRAVEL TIME ID=-3 REACH=7 VS NO=1 L=1600 SLP=.005 ROUTE ID=3 HYD=316NW.2 INFLOW ID=2 DT=0.05 PRINT HYD ID=3 CODE=10 *S************** CALC BASIN 316NE FLOWS ********************* COMPUTE NM HYD ID=1 HYD=316NE DA=.040 PER A=5 PER B=33 PER C=15 PER D=47 TP=-.143 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=316NE * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S*************** ADD 316NE FLOW TO LAS VENTANAS DRAINAGE FACILITY NO. 1 ***** *S** SUM IS TOTAL OF FLOWS FROM W BR CALABACILLAS DIVERSION SYSTEM *********** ADD HYD ID=23 HYD=316NE.1 ID I=3 II=1 PRINT HYD ID=23 CODE=10 * * *S* *S************** CALC BASIN 503E FLOW *************** *S** NOTE: BASIN 503E FLOW CAN'T BE ROUTED TO LVDF NO. 1 IN BASIN 316 ***** *S******* 503E FLOW IS DISCHARGED NORTH TO CALABACILLAS ******************* COMPUTE NM HYD ID=1 HYD=503E.1 DA=.080 PER A=4 PER B=20 PER C=30 PER D=46 TP=-.257 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=503E * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S* *S* *S*********************************************************************** *S******* NORTH BRANCH PIEDRAS MARCADAS SYSTEM FOR LAS VENTANAS ********* *S* MAIN CHANNEL IS "NORTH BRANCH PIEDRAS MARCADAS CHANNEL" ************* *S* *S************** CALC BASIN 501.1 FLOW *************** COMPUTE NM HYD ID=1 HYD=501.1 DA=.04898 PER A=100 PER B=0 PER C=0 PER D=0 TP=-.133 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=501.1 * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S************** CALC BASIN 501.2 FLOW *************** COMPUTE NM HYD ID=2 HYD=501.2 DA=.18171 PER A=7 PER B=14 PER C=20 PER D=59 TP=-.248 RAIN=-1 *DIVIDE HYD ID=2 Q=0 ID=2 HYD=501.1 * ID=40 HYD=HALF PRINT HYD ID=2 CODE=10 *S*************** ADD 501.1 AND 501.2****************************************** ADD HYD ID=1 HYD=501.A ID I=1 II=2 PRINT HYD ID=1 CODE=10 *S************** CALC BASIN 501.3 FLOW *************** COMPUTE NM HYD ID=2 HYD=501.3 DA=.01204 PER A=100 PER B=0 PER C=0 PER D=0 TP=-.133 RAIN=-1 *DIVIDE HYD ID=2 Q=0 ID=2 HYD=501.3 * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S*************** ADD 501.3 AND 501.A****************************************** ADD HYD ID=1 HYD=501 ID I=1 II=2 PRINT HYD ID=1 CODE=10 *S********* ROUTE 501 FLOWS SOUTH THRU "TRIBUTARY A" CHANNEL IN BASIN 504W ***** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=4 CH SLP=.017 FP SLP=.017 N=.015 DIST=26 DIST ELEV 0 4 8 0 18 0 26 4 COMPUTE TRAVEL TIME ID=-2 REACH=8 VS NO=1 L=1000 SLP=.017 ROUTE ID=2 HYD=504W.1 INFLOW ID=1 DT=0.05 PRINT HYD ID=2 CODE=10 *S************** CALC BASIN 504W FLOW *************** COMPUTE NM HYD ID=1 HYD=504W DA=.045 PER A=4 PER B=20 PER C=30 PER D=46 TP=-.133 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=504W * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S***** ADD 504W FLOWS TO "TRIB A" CHANNEL FLOWS ADD HYD ID=5 HYD=504W.2 ID I=1 II=2 PRINT HYD ID=5 CODE=10 *S********* ROUTE "TRIB A" FLOW SOUTH & EAST THRU 504W TO 318BW ***** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=6 CH SLP=.003 FP SLP=.003 N=.015 DIST=34 DIST ELEV 0 6 12 0 22 0 34 6 COMPUTE TRAVEL TIME ID=-6 REACH=9 VS NO=1 L=600 SLP=.003 ROUTE ID=6 HYD=504W.3 INFLOW ID=5 DT=0.05 PRINT HYD ID=6 CODE=10 *S************** CALC BASIN 318A FLOW ***************** COMPUTE NM HYD ID=1 HYD=318A DA=.043 PER A=7 PER B=14 PER C=20 PER D=59 TP=-.135 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=318A * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S********* ROUTE 318A THRU 36" PIPE IN 318BW (REACH 5) ******* *S***** ROUTE 318A PIPE FLOWS EAST TO "TRIB A" CHAN ******* COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.03 DIA=36 N=.015 COMPUTE TRAVEL TIME ID=-4 REACH=10 VS NO=1 L=1100 SLP=.03 ROUTE ID=4 HYD=318BW.1 INFLOW ID=1 DT=0.05 PRINT HYD ID=4 CODE=10 *S*********** ADD 318A TO "TRIB A" ***************** ADD HYD ID=3 HYD=318BW.2 ID I=4 II=6 PRINT HYD ID=3 CODE=10 *S********* ROUTE THRU "TRIB A" CHAN IN 318BW ******* COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=6 CH SLP=.012 FP SLP=.012 N=.015 DIST=34 DIST ELEV 0 6 12 0 22 0 34 6 COMPUTE TRAVEL TIME ID=-2 REACH=11 VS NO=1 L=1500 SLP=.012 ROUTE ID=2 HYD=318BW.3 INFLOW ID=3 DT=0.05 PRINT HYD ID=2 CODE=10 *S************** CALC BASIN 318BW FLOW ***************** COMPUTE NM HYD ID=1 HYD=318BW DA=.122 PER A=7 PER B=14 PER C=20 PER D=59 TP=-.150 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=318BW * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S*********** ADD 318BW TO ROUTED 501/504W/318A IN "TRIB A" ***************** ADD HYD ID=3 HYD=318BW.4 ID I=2 II=1 PRINT HYD ID=3 CODE=10 *S************** CALC BASIN 319A.1 FLOW *************** COMPUTE NM HYD ID=1 HYD=319A.1 DA=.51632 PER A=100 PER B=0 PER C=0 PER D=0 TP=-.227 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=319A.1 * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S************** CALC BASIN 319A.2 FLOW *************** COMPUTE NM HYD ID=2 HYD=319A.2 DA=.01156 PER A=7 PER B=14 PER C=20 PER D=59 TP=-.133 RAIN=-1 *DIVIDE HYD ID=2 Q=0 ID=2 HYD=319A.1 * ID=40 HYD=HALF PRINT HYD ID=2 CODE=10 *S*********** ADD 319A.1 TO 319A.2 ***************** ADD HYD ID=1 HYD=319A.ADD ID I=1 II=2 PRINT HYD ID=1 CODE=10 *S************** CALC BASIN 319A.3 FLOW *************** COMPUTE NM HYD ID=2 HYD=319A.3 DA=.05223 PER A=7 PER B=14 PER C=20 PER D=59 TP=-.133 RAIN=-1 *DIVIDE HYD ID=2 Q=0 ID=2 HYD=319A.3 * ID=40 HYD=HALF PRINT HYD ID=2 CODE=10 *S*********** ADD 319A.ADD TO 319A.3 ***************** ADD HYD ID=1 HYD=319A ID I=1 II=2 PRINT HYD ID=1 CODE=10 *S********* ROUTE 319A DISCHARGE EAST THRU "TRIB B" CHAN IN 319B ******* COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=5 CH SLP=.015 FP SLP=.015 N=.015 DIST=30 DIST ELEV 0 5 10 0 20 0 30 5 COMPUTE TRAVEL TIME ID=-2 REACH=12 VS NO=1 L=1300 SLP=.015 ROUTE ID=2 HYD=319B.1 INFLOW ID=1 DT=0.05 PRINT HYD ID=2 CODE=10 *S************** CALC BASIN 319B FLOW *************** COMPUTE NM HYD ID=1 HYD=319B DA=.023 PER A=5 PER B=20 PER C=25 PER D=50 TP=-.133 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=319B * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S*********** ADD 319A TO 319B "TRIB B" CHAN FLOWS ***************** ADD HYD ID=4 HYD=319B.2 ID I=1 II=2 PRINT HYD ID=4 CODE=10 *S********* ROUTE COMBINED 319A+B DISCHARGE IN "TRIB B" IN 318BW ******** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=5 CH SLP=.02 FP SLP=.02 N=.015 DIST=30 DIST ELEV 0 5 10 0 20 0 30 5 COMPUTE TRAVEL TIME ID=-5 REACH=13 VS NO=1 L=700 SLP=.02 ROUTE ID=5 HYD=318BW.5 INFLOW ID=4 DT=0.05 PRINT HYD ID=5 CODE=10 *S*********** ADD "TRIB A" TO "TRIB B" FLOWS AT WELL SITE PARK ************ ADD HYD ID=4 HYD=WELLSITE ID I=3 II=5 PRINT HYD ID=4 CODE=10 *S** ROUTE THRU 318BE; "N BRANCH PIEDRAS MARCADAS CHANNEL" ************** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=7 CH SLP=.015 FP SLP=.015 N=0.015 DIST=38 DIST ELEV 0 7 14 0 24 0 38 7 COMPUTE TRAVEL TIME ID=-3 REACH=14 VS NO=1 L=2000 SLP=.015 ROUTE ID=3 HYD=318BE.1 INFLOW ID=4 DT=0.05 PRINT HYD ID=3 CODE=10 *S************** CALC BASIN 318BE FLOW ***************** COMPUTE NM HYD ID=1 HYD=318BE DA=.148 PER A=4 PER B=20 PER C=25 PER D=51 TP=-.250 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=318BE * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S****************** ADD 318BE TO N BRANCH PIEDRAS MARC CHAN ************* ADD HYD ID=4 HYD=318BE.2 ID I=3 II=1 PRINT HYD ID=4 CODE=10 *S**************CALC BASIN 317B *********************** COMPUTE NM HYD ID=1 HYD=317B DA=.134 PER A=4 PER B=20 PER C=22 PER D=54 TP=-.226 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=317B * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S************* ADD 317B TO CHAN FLOWS (NOW INCLUDES 501/504W/318A+B/319A+B) ADD HYD ID=2 HYD=318BE.3 ID I=4 II=1 PRINT HYD ID=2 CODE=10 *S********* ROUTE COMBINED FLOWS EAST IN N BRANCH PIEDRAS MARC CHAN ****** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=7 CH SLP=.013 FP SLP=.013 N=0.015 DIST=38 DIST ELEV 0 7 14 0 24 0 38 7 COMPUTE TRAVEL TIME ID=13 REACH=15 VS NO=1 L=1200 SLP=.013 ROUTE ID=13 HYD=318BE.4 INFLOW ID=2 DT=0.05 PRINT HYD ID=13 CODE=10 *S**************CALC BASIN 601 *********************** COMPUTE NM HYD ID=1 HYD=601 DA=.020 PER A=7 PER B=14 PER C=20 PER D=59 TP=-.133 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=601 * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S**************ROUTE 601 FLOWS THRU 602, OVERLAND DOWN PASEOdelNORTE COMPUTE RATING CURVE CID=1 VS NO=1 NSEG=3 MINELEV=0 MAXELEV=3 CHSLP=.018 FPSLP=.018 N=.035 STA=20 N=.017 STA=104 N=.035 STA=123 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 3 1 1.1 20 .67 20.1 0 36 .4 52 0 52.1 .67 62 1 72 .67 72.1 0 88 .4 104 0 104.1 .67 122 1.1 123 3 COMPUTE TRAVEL TIME ID=-2 VSNO=1 REACH=1 L=1400 SLP=.018 ROUTE ID=2 HYD=602.1 INFLOWID=1 DT=0.05 PRINT HYD ID=2 CODE=10 *S**************CALC BASIN 602 *********************** COMPUTE NM HYD ID=1 HYD=602 DA=.064 PER A=5 PER B=18 PER C=20 PER D=57 TP=-.241 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=602 * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S*************** ADD 602 FLOW TO 601 FLOWS *********** ADD HYD ID=4 HYD=602.2 ID I=2 II=1 PRINT HYD ID=4 CODE=10 *S**************ROUTE 601/602 FLOWS OVERLAND DOWN PdN COMPUTE RATING CURVE CID=1 VS NO=1 NSEG=3 MINELEV=0 MAXELEV=3 CHSLP=.0153 FPSLP=.0153 N=.035 STA=20 N=.017 STA=104 N=.035 STA=123 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 3 1 1.1 20 .67 20.1 0 36 .4 52 0 52.1 .67 62 1 72 .67 72.1 0 88 .4 104 0 104.1 .67 122 1.1 123 3 COMPUTE TRAVEL TIME ID=-5 VSNO=1 REACH=1 L=2600 SLP=.0153 ROUTE ID=5 HYD=602.3 INFLOWID=4 DT=0.05 PRINT HYD ID=5 CODE=10 *S**************CALC BASIN 317A *********************** COMPUTE NM HYD ID=1 HYD=317A DA=.017 PER A=7 PER B=14 PER C=20 PER D=59 TP=-.133 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=317A * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S* FLOWS FROM BASIN 317A GO EAST, AND DO NOT ENTER LAS VENTANAS. PER ADDENDUM *S* DATED 7/20/95. *S* *S***ROUTE 601/602 OVERLAND NORTH ON UNIVERSE BLVD **** COMPUTE RATING CURVE CID=1 VS NO=1 NSEG=3 MINELEV=0 MAXELEV=3 CHSLP=.0153 FPSLP=.0153 N=.035 STA=20 N=.017 STA=104 N=.035 STA=123 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 3 1 1.1 20 .67 20.1 0 36 .4 52 0 52.1 .67 62 1 72 .67 72.1 0 88 .4 104 0 104.1 .67 122 1.1 123 3 COMPUTE TRAVEL TIME ID=-12 VSNO=1 REACH=1 L=2600 SLP=.0153 ROUTE ID=12 HYD=316SW.1 INFLOWID=5 DT=0.05 PRINT HYD ID=12 CODE=10 *S*** ADD OVERLAND FLOW TO N BRANCH PIEDRAS MARCADAS CHAN FLOWS ********* ADD HYD ID=4 HYD=316SW.2 ID I=13 II=12 PRINT HYD ID=4 CODE=10 *S**************CALC BASIN 316SW *********************** COMPUTE NM HYD ID=1 HYD=316SW DA=.076 PER A=2 PER B=20 PER C=18 PER D=60 TP=-.214 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=316SW * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S*************** ADD 316SW TO CHAN FLOWS *********** ADD HYD ID=5 HYD=316SW.3 ID I=1 II=4 PRINT HYD ID=5 CODE=10 *S***** ROUTE COMBINED FLOWS THRU N BRANCH PM CHAN IN BASIN 316SW ******* COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=8 CH SLP=.011 FP SLP=.011 N=0.015 DIST=42 DIST ELEV 0 8 16 0 26 0 42 8 COMPUTE TRAVEL TIME ID=3 REACH=19 VS NO=1 L=800 SLP=.011 ROUTE ID=3 HYD=316SW.4 INFLOW ID=5 DT=0.05 PRINT HYD ID=3 CODE=10 *S** SUM N BRANCH PIED MARC CHAN AND W BRANCH CALABACILLAS DIVERSION CHAN *** ADD HYD ID=2 HYD=316SW.5 ID I=23 II=3 PRINT HYD ID=2 CODE=10 *S************** CALC BASIN 316SE *********************** COMPUTE NM HYD ID=1 HYD=316SE DA=.065 PER A=2 PER B=23 PER C=10 PER D=65 TP=-.199 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=316SE * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S* *S*************** ADD 316SE TO SUMMED CHANNEL FLOWS *************** ADD HYD ID=3 HYD=316SE.1 ID I=1 II=2 PRINT HYD ID=3 CODE=10 *S****** CALC BASIN 314BM ************* *S** NOTE: 314BM IS THE PART OF BASIN 314B THAT IS IN LVDF NO. 1**** COMPUTE NM HYD ID=1 HYD=314BM DA=.0274 PER A=10 PER B=70 PER C=10 PER D=10 TP=-.133 RAIN=-1 *DIVIDE HYD ID=1 Q=0 ID=1 HYD=314BM * ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S** ADD 314BM TO THE FLOWS GOING INTO LVDF NO. 1 ******** *S* SUM IS TOTAL INTO LAS VENTANAS DRAINAGE FACILITY NO. 1 IN BASIN 316 ADD HYD ID=2 HYD=316SE.2 ID I=1 II=3 PRINT HYD ID=2 CODE=10 *S* ****************************************************************************************************** ****************************************************************************************************** *S** ROUTE SUMMED FLOWS THRU LAS VENTANAS DETENTION DAM *S** (FORMERLY KNOWN AS LVDF NO. 1) *S** USE 32" ORIFICE PLATE TO LIMIT PRINCIPAL SPILLWAY DISCHARGE *S** TO 80 CFS FOR WATER MATCHING THE CREST OF THE EMERGENCY SPILLWAY AT ELEVATION 5405 *S** * REMOVED STORAGE FROM PHASE 1 AND PHASE 2 GRADING PLANS * REMOVED STORAGE TO ACCOUNT FOR SEDIMENT REDUCTION * ELEVATIONS SHOWN ARE NGVD88 * ROUTE RESERVOIR ID=4 HYD=POND_ONE INFLOW ID=2 CODE=2 OUTFLOW STORAGE DEPTH 0 0.0 5397.83 5.4 0.1 5398.83 9.4 0.7 5399.83 12.2 2.2 5400.83 27.7 4.8 5401.83 43 10.1 5402.83 53.3 30.5 5403.83 65.1 58.2 5404.83 70.6 92.9 5405.83 75.7 132.2 5406.83 79.3 164.8 5407.58 384.6 176.2 5407.83 3500.1 223.3 5408.83 9595.1 272.0 5409.83 17993.1 323.1 5410.83 ****************************************************************************************************** ****************************************************************************************************** PRINT HYD ID=4 CODE=10 *S* ROUTE LVDF NO. 1 DISCHARGE THRU 42" PIPE (REACH 6) NORTH TO 314BN COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.0056 DIA=42 N=.015 COMPUTE TRAVEL TIME ID=3 REACH=20 VS NO=1 L=2250 SLP=.0056 ROUTE ID=3 HYD=314BN.1 INFLOW ID=4 DT=0.05 PRINT HYD ID=3 CODE=10 *S* *S************** CALC BASIN 315B *********************** *S*** NOTE: 315B DOES NOT GET INTO LVDF NO. 1 IN BASIN 316 ************** COMPUTE NM HYD ID=1 HYD=315B DA=.047 PER A=2 PER B=18 PER C=20 PER D=60 TP=-.133 RAIN=-1 DIVIDE HYD ID=1 Q=0 ID=1 HYD=315B ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S* FLOWS FROM 315B ARE NOT ALLOWED TO DISCHARGE OFF SITE AS IN EXIST CONDITIONS *S** SEND 315B FLOW TO TEMPORARY RETENTION POND AT SE SIDE OF 315B **** *S*NOTE: 315B POND IS MODELED AS A DETENTION POND, FOR INFORMATION PURPOSES ONLY ROUTE RESERVOIR ID=33 HYD=315B.1 INFLOW ID=1 CODE=10 OUTFLOW STORAGE DEPTH 0 0 0 20 0.8 0.8 30 1.1 1 50 2.3 2 80 3.3 3 105 3.8 3.5 *S* *S****** CALC BASIN 314BS ************* *S***** NOTE: FLOW FROM 314BS GOES EASTWARD OUT OF LAS VENTANAS (NO POND) COMPUTE NM HYD ID=1 HYD=314BS DA=.0233 PER A=10 PER B=70 PER C=10 PER D=10 TP=-.133 RAIN=-1 DIVIDE HYD ID=1 Q=0 ID=1 HYD=314BS ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S* *S****** CALC BASIN 314BN *********** COMPUTE NM HYD ID=1 HYD=314BN DA=.0274 PER A=10 PER B=70 PER C=10 PER D=10 TP=-.139 RAIN=-1 DIVIDE HYD ID=1 Q=0 ID=1 HYD=314BN ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S*** ADD 314BN TO PIPE DISCHARGE FROM LVDF NO. 1 **** ADD HYD ID=2 HYD=320.1 ID I=3 II=1 PRINT HYD ID=2 CODE=10 *S*******************CALCULATE BASIN 320 ********************* COMPUTE NM HYD ID=1 HYD=320 DA=.190 PER A=7 PER B=22 PER C=22 PER D=49 TP=-.232 RAIN=-1 DIVIDE HYD ID=1 Q=0 ID=1 HYD=320 ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S* FLOWS FROM 320 ARE NOT ALLOWED TO DISCHARGE OFF SITE AS IN EXIST CONDITIONS *S* ROUTE 320 THRU "LVDF NO. 2" AT E. END OF 320, ORIFICE=30" *** ROUTE RESERVOIR ID=4 HYD=POND_TWO INFLOW ID=1 CODE=10 OUTFLOW STORAGE DEPTH 0 0 83.5 12 .8 85 26 5 86 37 14 88 38 26 90 PRINT HYD ID=4 CODE=10 *S* ROUTE LVDF NO. 2 DISCHARGE THROUGH 36" PIPE (REACH 7) EAST COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.004 DIA=36 N=.015 COMPUTE TRAVEL TIME ID=5 REACH=20 VS NO=1 L=150 SLP=.004 ROUTE ID=5 HYD=320.11 INFLOW ID=4 DT=0.05 PRINT HYD ID=5 CODE=10 *S** ADD REACH 7 FLOWS TO REACH 6. BECOMES A 54" PIPE (REACH 8) ******* ADD HYD ID=3 HYD=320.2 ID I=2 II=5 PRINT HYD ID=3 CODE=10 *S***** ROUTE THRU 54" PIPE (REACH 8) NORTH TO IRVING BLVD *** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.00389 DIA=54 N=.015 COMPUTE TRAVEL TIME ID=-2 REACH=21 VS NO=1 L=900 SLP=.00389 ROUTE ID=2 HYD=505.1 INFLOW ID=3 DT=0.05 PRINT HYD ID=2 CODE=10 *S*******************CALCULATE BASIN 505 ********************* COMPUTE NM HYD ID=1 HYD=505 DA=.022 PER A=7 PER B=53 PER C=20 PER D=20 TP=-.133 RAIN=-1 DIVIDE HYD ID=1 Q=0 ID=1 HYD=505 ID=40 HYD=HALF PRINT HYD ID=1 CODE=10 *S*************** ADD 505 FLOW TO FLOWS *********** *S**** FLOW TOWARDS CALABACILLAS AT NE COR LAS VENTANAS DRAINAGE ADD HYD ID=5 HYD=505.2 ID I=1 II=2 PRINT HYD ID=5 CODE=10 *S****END OF LAS VENTANAS DRAINAGE ANALYSIS FINISH * * ********************CALCULATE BASIN 314A ********************* COMPUTE NM HYD ID=3 HYD=314A DA=.086 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.22 RAIN=-1 PRINT HYD ID=3 CODE=10 *S****GET NORTH PIECE (PANHANDLE) OF 313 INTO SYSTEM TO CALABACILLAS****** *S*******************CALCULATE BASIN 313N ********************* COMPUTE NM HYD ID=6 HYD=313.1 DA=.065 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.20 RAIN=-1 PRINT HYD ID=6 CODE=10 *S****** ADD 314A/316R/313N FLOWS INTO LAST SECTION OF PIPE INTO PARK POND*** ADD HYD ID=4 HYD=113.3 ID I=3 II=2 ADD HYD ID=5 HYD=113.2 ID I=4 II=6 PRINT HYD ID=5 CODE=10 *S***** ROUTE 316R/314A/313N TOTAL INTO LAST SECTION OF PIPE INTO PARK POND*** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.010 DIA=7.0 FT N=.015 COMPUTE TRAVEL TIME ID=2 REACH=22 VS NO=1 L=600 SLP=.010 ROUTE ID=2 HYD=113.4 INFLOW ID=5 DT=0.05 PRINT HYD ID=2 CODE=10 *S*******************CALCULATE BASIN 314.1 ********************* COMPUTE NM HYD ID=3 HYD=314.1 DA=.035 PER A=0 PER B=42 PER C=18 PER D=40 TP=-.13 RAIN=-1 PRINT HYD ID=3 CODE=10 *S****** ADD 314.1 AND 314A/316R/313N FOR DISCH. INTO POND***** ADD HYD ID=4 HYD=113.3 ID I=3 II=2 PRINT HYD ID=4 CODE=10 *S********* ROUTE THRU PARK POND WITH ASSUMED DISCHARGE *********************** *S*** ASSUME 48" DISCHARGE PIPE ***************************** ROUTE RESERVOIR ID=5 HYD=507.2 INFLOW ID=4 CODE=10 OUTFLOW STORAGE DEPTH 0 0 0 40 2.01 2.0 100 7.12 4.0 130 15.8 6.0 165 26.8 8.0 190 30 9.0 PRINT HYD ID=5 CODE=10 *S***** ROUTE POND DISCH. THRU PIPE TO UNSER LYONS****** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.030 DIA=4.0 FT N=.015 COMPUTE TRAVEL TIME ID=2 REACH=23 VS NO=1 L=800 SLP=.030 ROUTE ID=2 HYD=113.4 INFLOW ID=5 DT=0.05 PRINT HYD ID=2 CODE=10 *S*********** CALCULATE BASIN 312 ********************** COMPUTE NM HYD ID=1 HYD=312 DA=.211 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.28 RAIN=-1 PRINT HYD ID=1 CODE=10 *S****** ADD POND DISCH. AND 312 *********** ADD HYD ID=4 HYD=113.3 ID I=1 II=2 PRINT HYD ID=4 CODE=10 *S** NOW RT. 312/314/316R THRU PIPE TO CALABACILLLAS**** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.013 DIA=6.0 FT N=.015 COMPUTE TRAVEL TIME ID=14 REACH=8 VS NO=1 L=2200 SLP=.013 ROUTE ID=14 HYD=112.2 INFLOW ID=4 DT=0.05 PRINT HYD ID=14 CODE=10 *S************** ID14 IS DISCHARGE FROM 312 TO CAB.****** ****** ************** ************ *S**** DOWN TO PDN CHANNEL BASINS****** *S*********** NOW CALCULATE BASIN 315W ************** *S*** NOTE: SUBTRACTED 315B AREA (BHI ANALYSIS BY NM) FROM 315W ***** BECAUSE 315B WAS ROUTED NORTH THRU LAS VENTANAS: 0.18 - 0.047=0.133 SQ MI COMPUTE NM HYD ID=3 HYD=315.1 DA=.133 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.13 RAIN=-1 PRINT HYD ID=3 CODE=10 *S*************** ADD 315B TO 315W ADD HYD ID=1 HYD=115.2 ID I=21 II=3 PRINT HYD ID=1 CODE=10 *S***** ROUTE THIS FLOW TO WEST EDGE OF 309 THRU PDN CHANNEL**** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=8.0 CH SLP=.014 FP SLP=.014 N=0.015 DIST=40 DIST ELEV 0 8 16 0 24 0 40 8 COMPUTE TRAVEL TIME ID=2 REACH=2 VS NO=1 L=3500 SLP=.014 ROUTE ID=2 HYD=116 INFLOW ID=1 DT=0.05 PRINT HYD ID=2 CODE=10 *S*********** NOW CALCULATE BASIN 315S ************** COMPUTE NM HYD ID=3 HYD=315.2 DA=.18 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.13 RAIN=-1 PRINT HYD ID=3 CODE=10 *S*************** ADD 315S FLOW TO PDN CHANNEL FLOW @ W. EDGE 309*** ADD HYD ID=1 HYD=116.2 ID I=2 II=3 PRINT HYD ID=1 CODE=10 *S***** ROUTE THIS FLOW TO EAST EDGE OF 309 THRU PDN CHANNEL**** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=8.0 CH SLP=.014 FP SLP=.014 N=0.015 DIST=40 DIST ELEV 0 8 16 0 24 0 40 8 COMPUTE TRAVEL TIME ID=2 REACH=2 VS NO=1 L=1000 SLP=.014 ROUTE ID=2 HYD=116 INFLOW ID=1 DT=0.05 PRINT HYD ID=2 CODE=10 *S************ CALCULATE BASIN 309S ********************** COMPUTE NM HYD ID=3 HYD=311 DA=.048 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.13 RAIN=-1 PRINT HYD ID=3 CODE=10 *S*************** ADD 309S FLOW TO PDN CHANNEL FLOW @ E. EDGE 309*** ADD HYD ID=1 HYD=116.2 ID I=2 II=3 PRINT HYD ID=1 CODE=10 *S***** ROUTE THIS FLOW THRU 302W IN PDN CHANNEL***** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=8.0 CH SLP=.02 FP SLP=.02 N=0.015 DIST=40 DIST ELEV 0 8 16 0 24 0 40 8 COMPUTE TRAVEL TIME ID=2 REACH=2 VS NO=1 L=2050 SLP=.02 ROUTE ID=2 HYD=116 INFLOW ID=1 DT=0.05 PRINT HYD ID=2 CODE=10 *S*********** NOW CALCULATE BASIN 315N************** COMPUTE NM HYD ID=1 HYD=315 DA=.18 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.13 RAIN=-1 PRINT HYD ID=1 CODE=10 *S********* ROUTE 315N THRU INTERCEPTOR CHANNEL TO THE TOP OF B302W BOUNDRY*** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=4 CH SLP=.008 FP SLP=.008 N=.015 DIST=26 DIST ELEV 0 4 8 0 18 0 26 4 COMPUTE TRAVEL TIME ID=3 REACH=5 VS NO=1 L=2750 SLP=.008 ROUTE ID=3 HYD=115.01 INFLOW ID=1 DT=0.05 PRINT HYD ID=3 CODE=10 *S************ CALCULATE BASIN 309N ********************** COMPUTE NM HYD ID=4 HYD=309 DA=.048 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.13 RAIN=-1 PRINT HYD ID=4 CODE=10 *S************ ROUTE 309 THRU PROPOSED CULVERT 3 *********** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.02 DIA=5.0 FT N=.022 COMPUTE TRAVEL TIME ID=5 REACH=11 VS NO=1 L=200 SLP=.020 ROUTE ID=5 HYD=109 INFLOW ID=4 DT=0.05 PRINT HYD ID=5 CODE=10 ************* ID2 IS DISCHARGE FROM CULVERT 3 ******************* *S**ROUTE CULVERT DISCHARGE THROUGH SMALL CHANNEL TO THE TOP OF B302W**** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=3 CH SLP=.012 FP SLP=.012 N=.015 DIST=17 DIST ELEV 0 3 6 0 11 0 17 3 COMPUTE TRAVEL TIME ID=6 REACH=5 VS NO=1 L=1400 SLP=.012 ROUTE ID=6 HYD=115.01 INFLOW ID=5 DT=0.05 PRINT HYD ID=6 CODE=10 *S**INTERCEPTOR CHANNEL ALSO PICKS UP PART OF 304, WE'LL CALL IT 304S** *S************ CALCULATE BASIN 304S ********************** COMPUTE NM HYD ID=4 HYD=304 DA=.035 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.13 RAIN=-1 PRINT HYD ID=4 CODE=10 *S ADD TO GET THE TOTAL AT THE NORTH BOUNDRY OF B302W** ADD HYD ID=7 HYD=304.1 ID I=3 II=6 ADD HYD ID=8 HYD=304.2 ID I=4 II=7 PRINT HYD ID=8 CODE=10 *S *ROUTE 315N/309N/304S FLOWS THRU INTERCEPTOR CHANNEL TO END OF B302W @ PDN** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=4 CH SLP=.08 FP SLP=.08 N=.015 DIST=26 DIST ELEV 0 4 8 0 18 0 26 4 COMPUTE TRAVEL TIME ID=9 REACH=5 VS NO=1 L=800 SLP=.08 ROUTE ID=9 HYD=115.01 INFLOW ID=8 DT=0.05 PRINT HYD ID=9 CODE=10 *S************** CALCULATE BASIN 302W ********************** COMPUTE NM HYD ID=1 HYD=302 DA=.045 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.13 RAIN=-1 PRINT HYD ID=1 CODE=10 *S**** ADD INTERCEPTOR FLOW TO 302W FLOW @ POND IN 302W*** ADD HYD ID=4 HYD=116.2 ID I=9 II=1 PRINT HYD ID=4 CODE=10 *S****ROUTE COMBINED FLOW THROUGH POND** ROUTE RESERVOIR ID=3 HYD=501 INFLOW ID=4 CODE=10 OUTFLOW STORAGE DEPTH 0 0 0 30 0.79 1 50 1.58 2 80 2.37 3 125 3.16 4 200 3.95 5 260 4.74 6 340 5.52 7 400 6.31 8 500 7.10 9 600 7.89 10 PRINT HYD ID=3 CODE=10 *S>>>ADD OUTFLOW FROM POND TO THE PDN CHANNEL FLOW** ADD HYD ID=5 HYD=116.3 ID I=2 II=3 PRINT HYD ID=5 CODE=10 ***>>> ***>>> COMPUTE OFFSITE BASIN SHENO1W RUNOFF KERRY ***>>> UNDEVELOPED RUNOFF FROM ESCARPMENT AREA SOUTH OF PASEO DEL NORTE ***>>> Route SHENO1W into storm sewer in Paseo del Norte ***>>> COMPUTE NM HYD ID=20 HYD=SHENO1W DA=.1035 SQ MI %A=0.0 %B=35.0 %C=25.0 %D=40.0 TP=0.314153 RAINFALL=-1 PRINT HYD ID=20 CODE=10 ADD HYD ID=5 HYN NO=116.31 ID=5 ID=20 *S***ADD OUTFLOW FROM SHENO1W TO FLOW FROM 302W PRINT HYD ID=5 CODE=10 *S***** ROUTE THIS FLOW THRU 302E IN PDN CHANNEL***** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=8.0 CH SLP=.055 FP SLP=.055 N=0.015 DIST=40 DIST ELEV 0 8 16 0 24 0 40 8 COMPUTE TRAVEL TIME ID=2 REACH=2 VS NO=1 L=3000 SLP=.055 ROUTE ID=2 HYD=116 INFLOW ID=5 DT=0.05 PRINT HYD ID=2 CODE=10 *S************** CALCULATE BASIN 302E ********************** COMPUTE NM HYD ID=1 HYD=302 DA=.089 PER A=90.2 PER B=1.5 PER C=2.1 PER D=6.2 TP=-.15 RAIN=-1 PRINT HYD ID=1 CODE=10 *S*************** ADD 302E FLOW TO PDN CHANNEL FLOW @ EAST END OF 302*** ADD HYD ID=19 HYD=116.2 ID I=2 II=1 PRINT HYD ID=19 CODE=10 *S****** ID=19 IS FLOW AT CULVERT AT PDN IN B302***** ****** *S************ CALCULATE BASIN 313S ************************* COMPUTE NM HYD ID=3 HYD=313 DA=.089 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.16 RAIN=-1 PRINT HYD ID=3 CODE=10 *S********* ROUTE B313S FLOW (ID3) THRU PROPOSED CULVERT 2 ***** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.0225 DIA=11.5 FT N=.015 COMPUTE TRAVEL TIME ID=12 REACH=6 VS NO=1 L=200 SLP=.0225 ROUTE ID=12 HYD=113.4 INFLOW ID=3 DT=0.05 PRINT HYD ID=12 CODE=10 *S** ID12 IS DISCHARGE THRU PROPOSED CULVERT TWO AND HEAD OF P.N. PARK CAYNON** *** ***FLOWS UP TO UNSER**** *** ** *********************************** *S************** CALCULATE BASIN 311 **************** COMPUTE NM HYD ID=3 HYD=311 DA=.096 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.13 RAIN=-1 PRINT HYD ID=3 CODE=10 *S****** ROUTE 311 THRU SWALE ALONG UNSER TO CULVERT ONE ***** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=4 CH SLP=.005 FP SLP=.005 N=.035 DIST=20 DIST ELEV 0 4 4 0 8 0 20 4 COMPUTE TRAVEL TIME ID=2 REACH=9 VS NO=1 L=800 SLP=.005 ROUTE ID=2 HYD=111 INFLOW ID=3 DT=0.05 PRINT HYD ID=2 CODE=10 *S********** CALCULATE BASIN 310 ************ COMPUTE NM HYD ID=1 HYD=310 DA=.015 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.13 RAIN=-1 PRINT HYD ID=1 CODE=10 *S********** ADD R311 AND 310 TO ENTER CULVERT ONE **** ADD HYD ID=3 HYD=110 ID I=2 II=1 PRINT HYD ID=3 CODE=10 *S********* ROUTE COMBINED FLOWS THRU CULVERT ONE ******** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.030 DIA=4.0 FT N=.015 COMPUTE TRAVEL TIME ID=6 REACH=10 VS NO=1 L=200 SLP=.030 ROUTE ID=6 HYD=110 INFLOW ID=3 DT=0.05 PRINT HYD ID=6 CODE=10 *** *** ***FLOWS UP TO UNSER*** *S****** TAKE DISCHARGE FROM CULVERT 2 AND ROUTE THRU 308,2 SECT. ******* COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=5 CH SLP=.005 FP SLP=.005 N=.035 DIST=100 DIST ELEV 0 5 15 3 31 0 69 0 85 3 100 5 COMPUTE RATING CURVE CID=2 VS NO=2 SEG=1 MIN EL=0 MAX EL=8 CH SLP=.05 FP SLP=.05 N=.035 DIST=200 DIST ELEV 0 8 50 5 75 1 100 0 200 8 COMPUTE TRAVEL TIME ID=3 REACH=12 VS NO=2 L=1050 SLP=.0381 ROUTE ID=3 HYD=108 INFLOW ID=12 DT=0.05 PRINT HYD ID=3 CODE=10 *S************ CALCULATE BASIN 308 ********************** COMPUTE NM HYD ID=4 HYD=308 DA=.036 PER A=65.3 PER B=5.3 PER C=7.3 PER D=22.1 TP=-.13 RAIN=-1 PRINT HYD ID=4 CODE=10 *S*********** ADD ROUTE FROM 313 AND 308 ****************** ADD HYD ID=1 HYD=108.1 ID I=3 II=4 PRINT HYD ID=1 CODE=10 *S********** ROUTE THIS FLOW PART WAY DOWN MAIN BRANCH ****** ************** TWO SECTIONS **************** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=30 CH SLP=.025 FP SLP=.025 N=.035 DIST=250 DIST ELEV 0 30 50 10 100 0 150 0 200 0 250 20 COMPUTE RATING CURVE CID=2 VS NO=2 SEG=1 MIN EL=0 MAX EL=6 CH SLP=.014 FP SLP=.014 N=.035 DIST=350 DIST ELEV 0 6 50 2 100 0 200 0 350 6 COMPUTE TRAVEL TIME ID=3 REACH=13 VS NO=2 L=2100 SLP=.02 ROUTE ID=3 HYD=104.1 INFLOW ID=1 DT=0.05 PRINT HYD ID=3 CODE=10 *S************ CALCULATE BASIN 307 ********************** COMPUTE NM HYD ID=4 HYD=307 DA=.065 PER A=18.5 PER B=12.3 PER C=17.2 PER D=52 TP=-.13 RAIN=-1 PRINT HYD ID=4 CODE=10 *S************ ROUTE CULVERT 1 DISCHARGE THRU 307 ******** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=2 CH SLP=.027 FP SLP=.027 N=.035 DIST=150 DIST ELEV 0 2 75 0 150 2 COMPUTE TRAVEL TIME ID=10 REACH=15 VS NO=1 L=900 SLP=.027 ROUTE ID=10 HYD=107 INFLOW ID=6 DT=0.05 PRINT HYD ID=10 CODE=10 *S**** ADD 307/310/311R INTO PLAYA IN 307 ********** ADD HYD ID=9 HYD=307.4 ID I=4 II=10 PRINT HYD ID=9 CODE=10 *S********* ROUTE THRU PLAYA IN 307 *********************** ROUTE RESERVOIR ID=4 HYD=507.2 INFLOW ID=9 CODE=10 OUTFLOW STORAGE DEPTH 0 0 0 .1 .7 1.0 40 2.0 2.0 800 4.6 2.5 PRINT HYD ID=4 CODE=10 *S**** ROUTE OUTFLOW TO PM MAIN BRANCH ****** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=8 CH SLP=.034 FP SLP=.034 N=.035 DIST=150 DIST ELEV 0 8 80 0 120 0 150 6 COMPUTE TRAVEL TIME ID=5 REACH=15 VS NO=1 L=2000 SLP=.034 ROUTE ID=5 HYD=104.4 INFLOW ID=4 DT=0.05 PRINT HYD ID=5 CODE=10 *S********** ADD (307+308) AT PM POINT ******** ADD HYD ID=4 HYD=104.2 ID I=3 II=5 PRINT HYD ID=4 CODE=10 *S************ CALCULATE BASIN 306 ********************** COMPUTE NM HYD ID=3 HYD=306 DA=.031 PER A=7.2 PER B=14.0 PER C=19.6 PER D=59.2 TP=-.13 RAIN=-1 PRINT HYD ID=3 CODE=10 *S*********** ROUTE THRU PLAYA IN BASIN 306 ******** ROUTE RESERVOIR ID=1 HYD=506 INFLOW ID=3 CODE=10 OUTFLOW STORAGE DEPTH 0 0 0 .1 .7 1.5 100 5.3 3.0 PRINT HYD ID=1 CODE=10 *S******* ROUTE POND DISCHARGE THRU 305 ************** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=1 CH SLP=.011 FP SLP=.011 N=.035 DIST=50 DIST ELEV 0 1 25 0 50 1 COMPUTE TRAVEL TIME ID=5 REACH=16 VS NO=1 L=800 SLP=.011 ROUTE ID=5 HYD=105 INFLOW ID=1 DT=0.05 PRINT HYD ID=5 CODE=10 *S********** CALCULATE BASIN 305 ********************** COMPUTE NM HYD ID=3 HYD=305 DA=.027 PER A=36.5 PER B=9.6 PER C=13.4 PER D=40.5 TP=-.13 RAIN=-1 PRINT HYD ID=3 CODE=10 ADD HYD ID=1 HYD=105.1 ID I=5 II=3 PRINT HYD ID=1 CODE=10 *S********* ROUTE 305T TO PM PART WAY DOWN 304******************* COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=8 CH SLP=.062 FP SLP=.062 N=.035 DIST=100 DIST ELEV 0 8 30 4 50 0 70 4 100 8 COMPUTE TRAVEL TIME ID=5 REACH=16 VS NO=1 L=1000 SLP=.062 ROUTE ID=5 HYD=104.6 INFLOW ID=1 DT=0.05 PRINT HYD ID=5 CODE=10 *S****** ADD 305T TO 307-308 ROUTES AT MAIN BRANCH PART WAY DOWN 304***** ADD HYD ID=3 HYD=104.7 ID I=4 II=5 PRINT HYD ID=3 CODE=10 *S***** ROUTE REMAINING 700' TO END OF BASIN 304 ************* COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=10 CH SLP=.04 FP SLP=.04 N=.035 DIST=180 DIST ELEV 0 10 90 0 180 10 COMPUTE TRAVEL TIME ID=2 REACH=17 VS NO=1 L=700 SLP=.04 ROUTE ID=2 HYD=104.8 INFLOW ID=3 DT=0.05 PRINT HYD ID=2 CODE=10 *S************ CALCULATE BASIN 304 ********************** COMPUTE NM HYD ID=3 HYD=304 DA=.185 PER A=60.7 PER B=6.0 PER C=8.3 PER D=25.0 TP=-.15 RAIN=-1 PRINT HYD ID=3 CODE=10 *S***** ADD 304 TO ALL FLOWS @ END OF 304 TO GET TOTAL FLOW THERE **** ADD HYD ID=1 HYD=104.11 ID I=2 II=3 PRINT HYD ID=1 CODE=10 ********** ROUTE 304T THRU 303 2 SECTIONS ******************** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=6 CH SLP=.02 FP SLP=.02 N=.035 DIST=150 DIST ELEV 0 6 50 0 100 0 150 6 COMPUTE RATING CURVE CID=2 VS NO=2 SEG=1 MIN EL=0 MAX EL=8 CH SLP=.02 FP SLP=.02 N=.035 DIST=250 DIST ELEV 0 8 50 4 100 0 150 0 200 4 250 8 COMPUTE TRAVEL TIME ID=2 REACH=19 VS NO=2 L=4400 SLP=.02 ROUTE ID=2 HYD=103 INFLOW ID=1 DT=0.05 PRINT HYD ID=2 CODE=10 *S*************** CALCULATE BASIN 303 ********************** COMPUTE NM HYD ID=3 HYD=303 DA=.165 PER A=90.2 PER B=1.5 PER C=2.1 PER D=6.2 TP=-.25 RAIN=-1 PRINT HYD ID=3 CODE=10 *S************* ADD 304T ROUTE AND 303 ***************** ADD HYD ID=1 HYD=103.1 ID I=2 II=3 PRINT HYD ID=1 CODE=10 *S************** ROUTE FLOW THRU PROPOSED CULVERT 4 *********** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.040 DIA=10.0 FT N=.015 COMPUTE TRAVEL TIME ID=2 REACH=20 VS NO=1 L=200 SLP=.040 ROUTE ID=2 HYD=103.2 INFLOW ID=1 DT=0.05 PRINT HYD ID=2 CODE=10 ****** *S*** !!!!!!!! *S************* ADD PDN CHANNEL FLOW FROM WEST TO MIDDLE BRANCH FLOW***** ***** ADD HYD ID=5 HYD=103.1 ID I=2 II=19 PRINT HYD ID=5 CODE=10 ***>>> CHANGED N FROM .035 TO .015 TO SIMULATE CONCRETE CHANNEL ******************** ROUTE FLOW IN MIDDLE BRANCH TO GOLF COURSE ************ COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=10 CH SLP=.022 FP SLP=.022 N=.015 DIST=50 DIST ELEV 0 10 20 0 30 0 50 10 COMPUTE TRAVEL TIME ID=13 REACH=21 VS NO=1 L=1600 SLP=.022 ROUTE ID=13 HYD=101 INFLOW ID=5 DT=0.05 PRINT HYD ID=13 CODE=10 *S*>>> REPLACE BASIN 301 WITH HYMO RUN FROM SHENANDOAH ESTATES SUBDIVISION ***>>> NEED TO RECONCILE BASIN DIFFERENCES ****>>> ***** SHENANDOAH ESTATES SUBDIVISION ***** AHYMO RUN FOR RIVERVIEW TRACTS H-8A and H-8B *** FILENAME: [C9217201.HYDRO]HYMO6HR.IN/.OUT *** DEVELOPED CONDITIONS *** 100-YEAR, 6-HOUR STORM *** DATE: MARCH 30, 1993(WITH BASIN REVISIONS) *** ***>>>SUMMARY 1 ***>>>START 0.00 ***>>>RAINFALL TYPE=1 RAIN QUARTER=0.0 RAIN ONE=1.87 ***>>> RAIN SIX=2.20 RAIN DAY=2.66 DT=0.053 ***>>> COMPUTE SHENO1E - PART THAT GOES THROUGH PETROGLYPHS ***>>> *S>>>>>>>>>>>>>>CALCULATE BASIN SHENO1E COMPUTE NM HYD ID=10 HYD=SHENO1E DA=.0517 SQ MI %A=90.0 %B=0.0 %C=10.0 %D=0.0 TP=0.314153 RAINFALL=-1 PRINT HYD ID=10 CODE=10 * * INCREASE RUNOFF BY 12% FOR SEDIMENT BULKING, THE SAME BULKING * FACTOR USED IN THE PIEDRAS MARCADAS SOUTH BRANCH DRAINAGE * STUDY. ***>>>DIVIDE HYD ID=10 Q=-1.12 ***>>> ID=15 HYD=SEDTEMP ***>>> ID=16 HYD=NOVALUE ***>>>DIVIDE HYD ID=15 Q=-1.0 ***>>> ID=10 HYD=BASIN01A ***>>> ID=16 HYD=NOVALUE ***>>>PRINT HYD ID=10 CODE=10 * * ROUTE BASIN SHENO1E RUNOFF THROUGH DESILTATION BASIN #1(HOLD 5-YR) ROUTE RESERVOIR ID=10 HYD=POND-1 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.0 0.00 0.00 0.3 0.00 0.50 1.0 0.0097 1.50 1.8 0.0545 2.50 2.7 0.1115 3.50 3.7 0.1821 4.50 4.0 0.2520 4.98 28.8 0.2683 5.50 46.9 0.3730 6.50 59.4 0.4935 7.50 69.7 0.6348 8.50 79.6 0.7986 9.50 PRINT HYD ID=10 CODE=10 * * ** ROUTE RUNOFF THROUGH STORM SEWER PIPE FROM DESILTATION BASIN INTO ** CUMBERLAND ROAD COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.03 DIA=36 IN N=.013 COMPUTE TRAVEL TIME ID=30 REACH=1 VS NO=1 L=50 SLP=.03 ROUTE ID=30 HYD=PIPE INFLOW ID=10 DT=.033333 PRINT HYD ID=30 CODE=10 * * ** COMPUTE BASIN O-2 RUNOFF * UNDEVELOPED RUNOFF FROM ESCARPMENT AREA WEST OF SHENANDOAH 4/5 *S>>>>>>>>>>>>>>CALCULATE BASIN SHENO2 COMPUTE NM HYD ID=11 HYD=SHENO2 DA=.0286 %A=90.0 %B=0.0 %C=10.0 %D=0.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=11 CODE=10 * * INCREASE RUNOFF BY 12% FOR SEDIMENT BULKING, THE SAME BULKING * FACTOR USED IN THE PIEDRAS MARCADAS SOUTH BRANCH DRAINAGE * STUDY. ***>>> DIVIDE HYD ID=11 Q=-1.12 ***>>> ID=15 HYD=SEDTEMP ***>>> ID=16 HYD=NOVALUE ***>>> DIVIDE HYD ID=15 Q=-1.0 ***>>> ID=11 HYD=BASINO2 ***>>> ID=16 HYD=NOVALUE ***>>> PRINT HYD ID=11 CODE=10 * * ROUTE BASIN O-2 RUNOFF THROUGH DESILTATION BASIN #2(HOLD 10-YR) ROUTE RESERVOIR ID=11 HYD=POND-2 INFLOW ID=11 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.0 0.00 0.00 0.5 0.00 0.50 1.5 0.0054 1.50 2.6 0.0335 2.50 4.0 0.0750 3.50 5.5 0.1315 4.50 6.7 0.1830 5.20 20.0 0.2051 5.50 35.2 0.78 6.50 PRINT HYD ID=11 CODE=10 * ** ROUTE RUNOFF THROUGH STORM SEWER PIPE FROM DESILTATION BASIN TO ** INTERSECTION WITH STORM SEWER FROM BASIN O-1 COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.03 DIA=24 IN N=.013 COMPUTE TRAVEL TIME ID=31 REACH=1 VS NO=1 L=470 SLP=.03 ROUTE ID=31 HYD=PIPE INFLOW ID=11 DT=.033333 PRINT HYD ID=31 CODE=10 ** ADD RUNOFF TO BASIN O-1 FOR TOTAL RUNOFF IN PIPE ADD HYD ID=32 HYD=TOTPIPE ID I=30 ID II=31 PRINT HYD ID=32 CODE=10 * ** ROUTE COMBINED PIPE FLOW THROUGH NEW STORM DRAIN TO CRESSMONT DR. COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.04 DIA=36 IN N=.013 COMPUTE TRAVEL TIME ID=33 REACH=1 VS NO=1 L=550 SLP=.04 ROUTE ID=33 HYD=TOTPIPE INLOW ID=32 DT=.033333 PRINT HYD ID=33 CODE=10 * ** COMPUTE BASIN O-3 RUNOFF * BASIN O-3 INCLUDES OFFSITE RUNOFF FROM SHENANDOAH 4 & 5, FLOWING ON * CRESSMONT DRIVE *S>>>>>>>>>>>>>>CALCULATE BASIN SHENO3 COMPUTE NM HYD ID=12 HYD=SHENO3 DA=.04501 %A=0.0 %B=30.0 %C=30.0 %D=40.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=12 CODE=10 * * DIVIDE BASIN O-3 RUNOFF INTO STORM SEWER AND STREET FLOW DIVIDE HYD ID=12 Q=57 CFS ID=30 HYD=O3SD ID=20 HYD=O3ST * ** ROUTE PIPE FLOW THROUGH STORM DRAIN IN CRESSMONT DR. TO CUMBERLAND/CRESSMONT ** INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.04 DIA=30 IN N=.013 COMPUTE TRAVEL TIME ID=31 REACH=1 VS NO=1 L=200 SLP=.04 ROUTE ID=31 HYD=TOTPIPE INLOW ID=30 DT=.033333 PRINT HYD ID=31 CODE=10 * ADD BASIN O-3 PIPE FLOW TO COMBINED PIPE FLOW FROM OTHER OFFSITE BASINS *AT CUMBERLAND & CRESSMONT INTERSECTION ADD HYD ID=30 HYD=TOTPIPE ID I=31 ID II=33 PRINT HYD ID=30 CODE=10 * ** ROUTE STREET FLOW THROUGH CRESSMONT DRIVE TO CRESSMONT/CUMBERLAND ** INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.005 FP SLP=.005 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 16 .32 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=21 REACH=1 VS NO=1 L=250 SLP=.005 ROUTE ID=21 HYD=CRSMT2 INFLOW ID=20 DT=.03333 PRINT HYD ID=21 CODE=10 * * ** DIVIDE BASIN O-3 STREET RUNOFF INTO STORM SEWER AND STREET FLOW ** AT WEST LEG OF THE CRESSMONT/ CUMBERLAND INTERSECTION DIVIDE HYD ID=21 Q=16.8 CFS ID=31 HYD=O3SD ID=22 HYD=O3ST * * ADD ADDITIONAL BASIN O-3 PIPE FLOW TO COMBINED PIPE FLOW * AT CUMBERLAND/CRESSMONT INTERSECTION ADD HYD ID=33 HYD=TOTPIPE ID I=31 ID II=30 PRINT HYD ID=33 CODE=10 * * ** COMPUTE BASIN A RUNOFF ** BASIN A INCLUDES ALL ONSITE RUNOFF FROM AREA WEST OF BURSERA DRIVE, ** NORTH OF AND INCLUDING CRESSMONT DRIVE. *S>>>>>>>>>>>>>>CALCULATE BASIN SHENA COMPUTE NM HYD ID=1 HYD=SHENA DA=.0182 %A=0.0 %B=35.0 %C=25.0 %D=40.0 TP=0.138667 RAINFALL=-1 PRINT HYD ID=1 CODE=10 * ** ROUTE STREET FLOW THROUGH WEST CUMBERLAND TO CRESSMONT/CUMBERLAND ** INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.038 FP SLP=.038 N=.017 DIST=28 DIST ELEV 0 .67 0 0 2 .13 14 .28 26 .13 28 0 28 .67 COMPUTE TRAVEL TIME ID=21 REACH=1 VS NO=1 L=900 SLP=.038 ROUTE ID=21 HYD=CRSMT2 INFLOW ID=20 DT=.03333 PRINT HYD ID=21 CODE=10 * * DIVIDE BASIN A RUNOFF INTO STORM SEWER AND STREET FLOW DIVIDE HYD ID=1 Q=16 CFS ID=10 HYD=ASD ID=11 HYD=AST * * ADD BASIN A PIPE FLOW TO COMBINED PIPE FLOW * AT CUMBERLAND/CRESSMONT INTERSECTION ADD HYD ID=30 HYD=TOTPIPE ID I=10 ID II=33 PRINT HYD ID=30 CODE=10 * ** ROUTE RUNOFF THROUGH STORM SEWER PIPE FROM CUMBERLAND/CRESSMONT ** INTERSECTION TO CRESSMONT/BURSERA INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.01 DIA=54 IN N=.013 COMPUTE TRAVEL TIME ID=31 REACH=1 VS NO=1 L=200 SLP=.01 ROUTE ID=31 HYD=PIPE INFLOW ID=30 DT=.033333 PRINT HYD ID=31 CODE=10 * * ADD BASIN A STREETFLOW TO RESIDUAL STREET FLOW FROM OFFSITE BASIN O-3 ADD HYD ID=21 HYD=A&O3 ID I=11 ID II=22 PRINT HYD ID=21 CODE=10 ** ROUTE STREET FLOW THROUGH CRESSMONT DRIVE TO BURSERA/CRESSMONT ** INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.005 FP SLP=.005 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 16 .32 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=21 REACH=1 VS NO=1 L=150 SLP=.005 ROUTE ID=21 HYD=CRSMT2 INFLOW ID=21 DT=.03333 PRINT HYD ID=21 CODE=10 * * DIVIDE REMAINING CRESSMONT RUNOFF INTO STORM SEWER AND STREET FLOW * AT THE WEST LEG OF THE BURSERA/CRESSMONT INTERSECTION DIVIDE HYD ID=21 Q=36.0 CFS ID=30 HYD=CRESSSD ID=22 HYD=CRESSST * ADD ADDITIONAL PIPE FLOW TO COMBINED PIPE FLOW AT WEST LEG OF THE * THE CUMBERLAND/CRESSMONT INTERSECTION ADD HYD ID=32 HYD=TOTPIPE ID I=31 ID II=30 PRINT HYD ID=32 CODE=10 * ** ROUTE RUNOFF SOUTH THROUGH STORM SEWER PIPE FROM BURSERA/CRESSMONT ** INTERSECTION TO NORTH LEG OF THE BURSERA/MARTINSBURG INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.03 DIA=54 IN N=.013 COMPUTE TRAVEL TIME ID=30 REACH=1 VS NO=1 L=450 SLP=.03 ROUTE ID=30 HYD=PIPE INFLOW ID=32 DT=.033333 PRINT HYD ID=30 CODE=10 * * ** ROUTE STREET FLOW THROUGH BURSERA DRIVE TO MARTINSBURG/BURSERA ** INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.020 FP SLP=.020 N=.017 DIST=44 DIST ELEV 0 .67 0 0 2 .13 22 .44 42 .13 44 0 44 .67 COMPUTE TRAVEL TIME ID=21 REACH=1 VS NO=1 L=470 SLP=.020 ROUTE ID=21 HYD=BURMART INFLOW ID=22 DT=.033333 PRINT HYD ID=21 CODE=10 * * * COMPUTE BASIN B-3 RUNOFF *S>>>>>>>>>>>>>>CALCULATE BASIN SHENBS COMPUTE NM HYD ID=1 HYD=SHENB3 DA=.0042 %A=0.0 %B=30.0 %C=30.0 %D=40.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=1 CODE=10 ** ROUTE STREET FLOW TO THE EAST LEG OF THE BURSERA/MARTINSBURG ** INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.015 FP SLP=.015 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 16 .32 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=1 REACH=1 VS NO=1 L=150 SLP=.015 ROUTE ID=1 HYD=MARTST INFLOW ID=1 DT=.03333 PRINT HYD ID=1 CODE=10 * * DIVIDE MARTINSBURG RUNOFF INTO STORM SEWER AND STREET FLOW * AT THE EAST LEG OF THE BURSERA/MARTINSBURG INTERSECTION DIVIDE HYD ID=1 Q=2 ID=39 HYD=MARTSD ID=29 HYD=MARTST * ADD PIPE FLOW TO COMBINED PIPE FLOW AT EAST LEG OF THE MARTINSBURG/ * BURSERA INTERSECTION ADD HYD ID=1 HYD=TOTPIPE ID I=30 ID II=39 PRINT HYD ID=1 CODE=10 * ** ROUTE RUNOFF SOUTH THROUGH STORM SEWER PIPE FROM BURSERA/MARTINSBURG ** INTERSECTION TO NORTH LEG OF THE BURSERA/MARTINSBURG INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.01 DIA=54 IN N=.013 COMPUTE TRAVEL TIME ID=30 REACH=1 VS NO=1 L=430 SLP=.01 ROUTE ID=30 HYD=PIPE INFLOW ID=1 DT=.033333 PRINT HYD ID=30 CODE=10 * ** ADD BASIN B-3 RUNOFF TO RESIDUAL STREET FLOW AT BUSERA & MARTINSBURG ADD HYD ID=20 HYD=BUS1 ID I=21 ID II=29 PRINT HYD ID=20 CODE=10 ** ROUTE STREET FLOW THROUGH BURSERA DRIVE TO CUMBERLAND ROAD ** INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.010 FP SLP=.010 N=.017 DIST=44 DIST ELEV 0 .67 0 0 2 .13 22 .44 42 .13 44 0 44 .67 COMPUTE TRAVEL TIME ID=21 REACH=1 VS NO=1 L=470 SLP=.010 ROUTE ID=21 HYD=CUMBURS1 INFLOW ID=20 DT=.033333 PRINT HYD ID=21 CODE=10 * * * ** COMPUTE BASIN B-2 RUNOFF *S>>>>>>>>>>>>>>CALCULATE BASIN SHENB2 COMPUTE NM HYD ID=3 HYD=SHENB2 DA=.0067 %A=0.0 %B=30.0 %C=30.0 %D=40.0 TP=0.142700 RAINFALL=-1 PRINT HYD ID=3 CODE=10 ** ROUTE STREET FLOW THROUGH BURSERA DRIVE FROM MARTINSBURG ** TO CUMBERLAND ROAD/BURSERA INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.030 FP SLP=.030 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 16 .32 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=3 REACH=1 VS NO=1 L=1200 SLP=.030 ROUTE ID=3 HYD=CUMBERS3 INFLOW ID=3 DT=.033333 PRINT HYD ID=3 CODE=10 ** ADD BASIN B-2 RUNOFF TO TOTAL STREET FLOW AT BURSERA/CUMBERLAND ADD HYD ID=20 HYD=B2ST ID I=21 ID II=3 PRINT HYD ID=20 CODE=10 * * * DIVIDE REMAINING STREET RUNOFF INTO STORM SEWER AND STREET FLOW * AT THE NORTH LEG OF THE CUMBERLAND/BURSERA INTERSECTION DIVIDE HYD ID=20 Q=20.0 CFS ID=32 HYD=NBURSD ID=22 HYD=NBURST * ADD PIPE FLOW TO STORM SEWER AT THE NORTH LEG OF THE * THE CUMBERLAND/CRESSMONT INTERSECTION ADD HYD ID=31 HYD=TOTPIPE ID I=30 ID II=32 PRINT HYD ID=31 CODE=10 * * * COMPUTE BASIN B-1 RUNOFF *S>>>>>>>>>>>>>>CALCULATE BASIN SHENB1 COMPUTE NM HYD ID=2 HYD=SHENB1 DA=.0106 %A=0.0 %B=40.0 %C=30.0 %D=30.0 TP=0.141183 RAINFALL=-1 PRINT HYD ID=2 CODE=10 ** ROUTE STREET FLOW THROUGH CUMBERLAND ROAD TO BURSERA DRIVE/ ** CUMBERLAND ROAD INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.02 FP SLP=.02 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 16 .32 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=2 REACH=1 VS NO=1 L=1000 SLP=.02 ROUTE ID=2 HYD=CUMBURS2 INFLOW ID=2 DT=.033333 PRINT HYD ID=2 CODE=10 * * DIVIDE BASIN B-1 RUNOFF INTO STORM SEWER AND STREET FLOW * AT THE WEST LEG OF THE CUMBERLAND/BURSERA INTERSECTION DIVIDE HYD ID=2 Q=5.4 CFS ID=30 HYD=B1SD ID=20 HYD=B1ST * ** ADD BASIN B-1 STREET RUNOFF TO RESIDUAL STREET FLOW AT ** THE CUMBERLAND/BURSERA INTERSECTION ADD HYD ID=21 HYD=B1ST ID I=20 ID II=22 PRINT HYD ID=21 CODE=10 * * ADD BASIN B-1 PIPE FLOW TO STORM SEWER AT WEST LEG OF THE * THE CUMBERLAND/CRESSMONT INTERSECTION ADD HYD ID=32 HYD=TOTPIPES ID I=31 ID II=30 PRINT HYD ID=32 CODE=10 * * ** COMPUTE BASIN C-1 RUNOFF *S>>>>>>>>>>>>>>CALCULATE BASIN SHENC1 COMPUTE NM HYD ID=4 HYD=SHENC1 DA=.0057 %A=0.0 %B=32.0 %C=32.0 %D=36.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=4 CODE=10 * ** COMPUTE OFFSITE BASIN O-4 RUNOFF * DEVELOPED RUNOFF FROM SOUTHWEST PORTION OF SHENANDOAH 4/5 *S>>>>>>>>>>>>>>CALCULATE BASIN SHENO4 COMPUTE NM HYD ID=49 HYD=SHENO4 DA=.0028 SQ MI %A=00.0 %B=30.0 %C=30.0 %D=40.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=49 CODE=10 ** ADD OFFSITE BASIN O-4 RUNOFF TO BASIN C-1 ADD HYD ID=48 HYD= ID I=4 ID II=49 PRINT HYD ID=48 CODE=10 * ** ROUTE THIS STREET RUNOFF NORTH THROUGH BURSERA TO CUMBERLAND COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.010 FP SLP=.010 N=.017 DIST=44 DIST ELEV 0 .67 0 0 2 .13 22 .44 42 .13 44 0 44 .67 COMPUTE TRAVEL TIME ID=22 REACH=1 VS NO=1 L=740 SLP=.010 ROUTE ID=22 HYD=CUMBURS4 INFLOW ID=48 DT=.033333 PRINT HYD ID=22 CODE=10 * COMPUTE BASIN C-2 RUNOFF *S>>>>>>>>>>>>>>CALCULATE BASIN SHENC2 COMPUTE NM HYD ID=5 HYD=SHENC2 DA=.0035 %A=0.0 %B=30.0 %C=30.0 %D=40.0 TP=0.171517 RAINFALL=-1 PRINT HYD ID=5 CODE=10 ** ROUTE STREET FLOW NORTH THROUGH BURSERA DRIVE TO CUMBERLAND ** ROAD INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.010 FP SLP=.010 N=.017 DIST=44 DIST ELEV 0 .67 0 0 2 .13 22 .44 42 .13 44 0 44 .67 COMPUTE TRAVEL TIME ID=5 REACH=1 VS NO=1 L=800 SLP=.010 ROUTE ID=5 HYD=CUMBURS5 INFLOW ID=5 DT=.033333 PRINT HYD ID=5 CODE=10 ** ADD BASIN C-2 RUNOFF TO ROUTED FLOW FROM BASIN C-1 ADD HYD ID=29 HYD=INLET ID I=22 ID II=5 PRINT HYD ID=29 CODE=10 * * DIVIDE STREET RUNOFF INTO STORM SEWER AND STREET FLOW * AT THE SOUTH LEG OF THE CUMBERLAND/BURSERA INTERSECTION DIVIDE HYD ID=29 Q=9.0 CFS ID=35 HYD=SBURSD ID=25 HYD=SBURST * ADD PIPE FLOW TO STORM SEWER AT SOUTH LEG OF THE * THE CUMBERLAND/BURSERA INTERSECTION ADD HYD ID=30 HYD=TOTPIPES ID I=32 ID II=35 PRINT HYD ID=30 CODE=10 * ** ADD TOTAL REMAINING STREET RUNOFF FROM BASIN C TO TOTAL STREET ** FLOW AT BURSERA/CUMBERLAND INTERSECTION ADD HYD ID=20 HYD=INLET ID I=21 ID II=25 PRINT HYD ID=20 CODE=10 * * DIVIDE REMAINING STREET RUNOFF AT THE CUMBERLAND/BURSERA * INTERSECTION WHERE HALF OF THE REMAINING STREET FLOWS * WILL SUMP AT THE WEST FLOWLINE OF THE INTERSECTION, WHILE * THE REMAINING HALF WILL CONTINUE EAST ON CUMBERLAND. DIVIDE HYD ID=20 Q=10.65 CFS ID=31 HYD=BURSUMP ID=29 HYD=BURESID * ADD PIPE FLOW TO STORM SEWER AT THE WEST FLOWLINE OF THE * THE CUMBERLAND/BURSERA INTERSECTION ADD HYD ID=32 HYD=TOTPIPES ID I=30 ID II=31 PRINT HYD ID=32 CODE=10 * ** ROUTE RUNOFF EAST THROUGH STORM SEWER PIPE FROM BURSERA/CUMBERLAND ** INTERSECTION TO CUMBERLAND/CEDAR CREEK INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.03 DIA=54 IN N=.013 COMPUTE TRAVEL TIME ID=31 REACH=1 VS NO=1 L=150 SLP=.03 ROUTE ID=31 HYD=PIPE INFLOW ID=32 DT=.033333 PRINT HYD ID=31 CODE=10 * * * ** ROUTE THE REMAINING EAST HALF OF THE STREET RUNOFF EAST THROUGH *CUMBERLAND TO THE CUMBERLAND/FRONT ROYAL INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.050 FP SLP=.050 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 16 .32 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=22 REACH=1 VS NO=1 L=140 SLP=.050 ROUTE ID=22 HYD=BASINABCT INFLOW ID=29 DT=.033333 PRINT HYD ID=22 CODE=10 * ** COMPUTE BASIN D-2 RUNOFF *S>>>>>>>>>>>>>>CALCULATE BASIN SHEND2 COMPUTE NM HYD ID=9 HYD=SHEND2 DA=.0027 %A=0.0 %B=30.0 %C=30.0 %D=40.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=9 CODE=10 * ** ROUTE THIS STREET RUNOFF SOUTH THROUGH FRONT ROYAL TO THE ** NORTH LEG OF THE FRONT ROYAL/CUMBERLAND INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.025 FP SLP=.025 N=.017 DIST=28 DIST ELEV 0 .67 0 0 2 .13 14 .28 26 .13 28 0 28 .67 COMPUTE TRAVEL TIME ID=9 REACH=1 VS NO=1 L=350 SLP=.025 ROUTE ID=9 HYD=BASIND-2 INFLOW ID=9 DT=.033333 PRINT HYD ID=9 CODE=10 * * DIVIDE STREET RUNOFF INTO STORM SEWER AND STREET FLOW * AT THE NORTH LEG OF THE CUMBERLAND/FRONT ROYAL INTERSECTION DIVIDE HYD ID=9 Q=1.2 CFS ID=33 HYD=SFRYLSD ID=25 HYD=SFRYLST * ADD PIPE FLOW TO STORM SEWER AT NORTH LEG OF THE * THE CUMBERLAND/FRONT ROYAL INTERSECTION ADD HYD ID=30 HYD=TOTPIPES ID I=31 ID II=33 PRINT HYD ID=30 CODE=10 * ** ADD BASIN D-2 RUNOFF TO RESIDUAL STREET FLOW FOR TOTAL STREET ** FLOW AT NORTH LEG OF THE CUMBERLAND/FRONT ROYAL INTERSECTION ADD HYD ID=21 HYD=INLET ID I=25 ID II=22 PRINT HYD ID=21 CODE=10 ** ROUTE RUNOFF EAST THROUGH STORM SEWER PIPE FROM CUMBERLAND/ ** FRONT ROYAL INTERSECTION TO THE WEST LEG OF THE CUMBERLAND/ ** CEDAR CREEK INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.03 DIA=54 IN N=.013 COMPUTE TRAVEL TIME ID=31 REACH=1 VS NO=1 L=200 SLP=.03 ROUTE ID=31 HYD=PIPE INFLOW ID=30 DT=.033333 PRINT HYD ID=31 CODE=10 * * ** COMPUTE BASIN D-3 RUNOFF *S>>>>>>>>>>>>>>CALCULATE BASIN SHEND3 COMPUTE NM HYD ID=7 HYD=SHEND3 DA=.0018 %A=0.0 %B=30.0 %C=30.0 %D=40.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=7 CODE=10 * ** ADD BASIN D-3 RUNOFF TO RESIDUAL STREET FLOW FOR TOTAL STREET ** FLOW AT THE CUMBERLAND/FRONT ROYAL INTERSECTION ADD HYD ID=23 HYD=INLET ID I=21 ID II=7 PRINT HYD ID=23 CODE=10 * ** ROUTE THIS STREET RUNOFF EAST THROUGH CUMBERLAND TO THE WEST ** LEG OF THE CEDAR CREEK/CUMBERLAND INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.05 FP SLP=.05 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 16 .32 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=21 REACH=1 VS NO=1 L=200 SLP=.050 ROUTE ID=21 HYD=BASIND3 INFLOW ID=23 DT=.033333 PRINT HYD ID=21 CODE=10 * * DIVIDE STREET RUNOFF FROM CUMBERLAND INTO STORM SEWER AND * STREET FLOW AT THE WEST LEG OF THE CUMBERLAND/CEDAR CREEK * INTERSECTION DIVIDE HYD ID=21 Q=8.8 CFS ID=35 HYD=WCUMCCSD ID=25 HYD=WCUMCCST * ADD PIPE FLOW TO STORM SEWER AT WEST LEG OF THE * THE CUMBERLAND/CEDAR CREEK INTERSECTION ADD HYD ID=30 HYD=TOTPIPES ID I=31 ID II=35 PRINT HYD ID=30 CODE=10 * ** COMPUTE BASIN D-1 RUNOFF *S>>>>>>>>>>>>>>CALCULATE BASIN SHEND1 COMPUTE NM HYD ID=6 HYD=SHEND1 DA=.0182 %A=0.0 %B=30.0 %C=30.0 %D=40.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=6 CODE=10 * ** ROUTE THIS STREET RUNOFF SOUTH THROUGH CEDAR CREEK TO THE ** CEDAR CREEK/CUMBERLAND RD. INTERSECTION COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.020 FP SLP=.020 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 14 .32 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=16 REACH=1 VS NO=1 L=1400 SLP=.020 ROUTE ID=16 HYD=BASIND1 INFLOW ID=6 DT=.033333 PRINT HYD ID=16 CODE=10 * * DIVIDE STREET RUNOFF FROM BASIN D-1 INTO STORM SEWER * AND STREET FLOW AT THE NORTH LEG OF THE CUMBERLAND/CEDAR * CREEK INTERSECTION DIVIDE HYD ID=16 Q=19.2 CFS ID=36 HYD=NCCSD ID=26 HYD=NCCST * ADD PIPE FLOW BASINS D1, D2, & D3 TO COMBINED PIPE FLOW AT * THE CUMBERLAND/CEDAR CREEK INTERSECTION ADD HYD ID=31 HYD=TOTPIPES ID I=30 ID II=36 PRINT HYD ID=31 CODE=10 * * ** ADD BASIN D-1 TO TOTAL RUNOFF OF STREET FLOW AT STREET FLOW ** AT THE CUMBERLAND/CEDAR CREEK INTERSECTION, JUST EAST OF THE ** NORTH RUNDOWN TO THE PROPOSED PIEDRAS MARCADAS ** MIDDLE BRANCH CHANNEL ADD HYD ID=6 HYD=INLET ID I=25 ID II=26 PRINT HYD ID=6 CODE=10 * ** ADD THIS REMAINING STREET RUNOFF TO THE COMBINED ** PIPE FLOW AT THE CUMBERLAND/CEDAR CREEK INTERSECTION ADD HYD ID=7 HYD=TOTPIPES ID I=6 ID II=31 PRINT HYD ID=7 CODE=10 * * ** ROUTE TOTAL NORTH BASIN FROM THE CUMBERLAND/CEDAR CREEK INTERSECTION ** STORM SEWER TO THE PIPE PENETRATION AT THE NORTH RUNDOWN ENTRANCE ** TO THE PIEDRAS MARCADES MIDDLE BRANCH CHANNEL * COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.03 DIA=54 IN N=.013 COMPUTE TRAVEL TIME ID=30 REACH=1 VS NO=1 L=200 SLP=.03 ROUTE ID=30 HYD=PIPE INFLOW ID=7 DT=.033333 PRINT HYD ID=30 CODE=10 * * ***** BEGIN ANALYSIS OF SOUTH OUTFALL (BASIN E) * * COMPUTE BASIN E-1 RUNOFF *S>>>>>>>>>>>>>>CALCULATE BASIN SHENE1 COMPUTE NM HYD ID=1 HYD=SHENE1 DA=.0123 %A=0.0 %B=30.0 %C=30.0 %D=40.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=1 CODE=10 ** ROUTE THIS STREET RUNOFF SOUTH THROUGH CEDAR CREEK RD. TO ** WAYNESBORO RD. JUST EAST OF THE SOUTH RUNDOWN TO THE PROPOSED ** PIEDRAS MARCADES MIDDLE BRANCH CHANNEL * COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.04 FP SLP=.04 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 16 .32 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=2 REACH=1 VS NO=1 L=780 SLP=.04 ROUTE ID=2 HYD=BASINE1 INFLOW ID=1 DT=.033333 PRINT HYD ID=2 CODE=10 * * * COMPUTE BASIN E-2 RUNOFF *S>>>>>>>>>>>>>>CALCULATE BASIN SHENE2 COMPUTE NM HYD ID=3 HYD=SHENE2 DA=.0076 %A=0.0 %B=30.0 %C=30.0 %D=40.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=3 CODE=10 ** ROUTE THIS STREET RUNOFF EAST THROUGH WAYNESBORO RD. TO ** THE CEDAR CREEK/WAYNESBORO INTERSECTION JUST WEST OF THE ** SOUTH RUNDOWN TO THE PROPOSED PIEDRAS MARCADES MIDDLE BRANCH ** CHANNEL * COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.08 FP SLP=.08 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 16 .32 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=4 REACH=1 VS NO=1 L=740 SLP=.08 ROUTE ID=4 HYD=BASINE2 INFLOW ID=3 DT=.033333 PRINT HYD ID=4 CODE=10 * ** ADD BASIN E-2 TO E-1 AT THE CEDAR CREEK/WAYNESBURO INTERSECTION, ** JUST WEST OF THE SOUTH RUNDOWN TO THE PIEDRAS MARCADAS ** MIDDLE BRANCH CHANNEL ADD HYD ID=10 HYD=INLET ID I=2 ID II=4 PRINT HYD ID=10 CODE=10 * * ** ROUTE RUNOFF THROUGH STORM SEWER PIPE FROM CEDAR CREEK/WAYNESBORO ** INTERSECTION TO THE SOUTH RUNDOWN OF THE PROPOSED PIEDRAS MARCADES ** MIDDLE BRANCH CHANNNEL COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.02 DIA=30 IN N=.013 COMPUTE TRAVEL TIME ID=14 REACH=1 VS NO=1 L=180 SLP=.02 ROUTE ID=14 HYD=PIPE INFLOW ID=10 DT=.033333 PRINT HYD ID=14 CODE=10 * * *FINISH *S********* ADD FLOW FROM SHENANDOAH TO FLOW IN MIDDLE BRANCH AT GOLF COURSE ** ADD HYD ID=4 HYD=101.4 ID I=30 II=13 PRINT HYD ID=4 CODE=10 *S>>>>>>>>>>>>>>CALCULATE BASIN 301.1 BASIN BETWEEN CHANNEL AND GOLF COURSE COMPUTE NM HYD ID=3 HYD=301.1 DA=.0258 PER A=40.3 PER B=0.7 PER C=1.0 PER D=58.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=3 CODE=10 *S********* ADD FLOW FROM 301.1 TO MIDDLE BRANCH AT GOLF COURSE ** ADD HYD ID=15 HYD=301.11 ID I=3 II=4 PRINT HYD ID=15 CODE=10 *S**>>> TOTAL UPSTREAM OF GOLF COURSE IN MIDDLE BRANCH ** *************************************************************************** *S*** ID 15 IS DISCHARGE UPSTREAM OF GOLF COURSE IN MIDDLE BRANCH *********** ***************************************************************************** *S************** NORTH BRANCH ***************************************** *S**************** CALCULATE BASIN 204.1 ********************** COMPUTE NM HYD ID=1 HYD=204 DA=.072 PER A=3 PER B=20 PER C=27 PER D=50 TP=-.13 RAIN=-1 PRINT HYD ID=1 CODE=10 *S**********DIVIDE HYD AT FAIRFAX/SIMON INTERSECTION****** DIVIDE HYD ID=1 Q=60 ID I=2 HYD I=204.1 ID II=3 HYD II=204.12 *S***** ROUTE ID=I, MAIN FLOW DOWN FAIRFAX PART WAY****** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=0.8 CH SLP=.015 FP SLP=.015 N=.016 DIST=48 DIST ELEV 0 .8 6 .5 8 .32 24 0 40 .32 42 .5 48 .8 COMPUTE TRAVEL TIME ID=4 REACH=24 VS NO=1 L=2100 SLP=.015 ROUTE ID=4 HYD=204.13 INFLOW ID=2 DT=0.05 PRINT HYD ID=4 CODE=10 *S********* ROUTE ID=3 (REMAINDER OF FLOW) DOWN SIMON****** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=0.8 CH SLP=.013 FP SLP=.013 N=.016 DIST=48 DIST ELEV 0 .8 6 .5 8 .32 24 0 40 .32 42 .5 48 .8 COMPUTE TRAVEL TIME ID=5 REACH=24 VS NO=1 L=450 SLP=.013 ROUTE ID=5 HYD=204.14 INFLOW ID=3 DT=0.05 PRINT HYD ID=5 CODE=10 *S**************** CALCULATE BASIN 204.3 ********************** COMPUTE NM HYD ID=3 HYD=204.3 DA=.085 PER A=2 PER B=48 PER C=20 PER D=30 TP=-.20 RAIN=-1 PRINT HYD ID=3 CODE=10 *S**** ADD 204.3 AND OVERFLOW FROM FAIRFAX/SIMON INTERSECTION*** ADD HYD ID=6 HYD=204.39 ID I=5 II=3 PRINT HYD ID=6 CODE=10 *S************ ROUTE THRU POND IN GOLF COURSE ******** ROUTE RESERVOIR ID=2 HYD=507 INFLOW ID=6 CODE=10 OUTFLOW STORAGE DEPTH 0 0 0 .1 .41 2 .2 2.09 4 .3 5.0 6 200 5.3 6.5 PRINT HYD ID=2 CODE=10 *S********* ROUTE DISCHARGE FROM POND TO FAIRFAX (MID-POINT)****** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=0.8 CH SLP=.01 FP SLP=.01 N=.03 DIST=250 DIST ELEV 0 .8 125 0 250 .8 COMPUTE TRAVEL TIME ID=6 REACH=24 VS NO=1 L=700 SLP=.013 ROUTE ID=6 HYD=204.32 INFLOW ID=2 DT=0.05 PRINT HYD ID=6 CODE=10 *S**** ADD 204.1 AND 204.3 POND ROUTE*** ADD HYD ID=9 HYD=204.31 ID I=4 II=6 PRINT HYD ID=9 CODE=10 *S**************** CALCULATE BASIN 204.4 ********************** COMPUTE NM HYD ID=3 HYD=204.4 DA=.095 PER A=2 PER B=48 PER C=20 PER D=30 TP=-.16 RAIN=-1 PRINT HYD ID=3 CODE=10 *S********* ROUTE 204.4 THROUGH GOLF COURSE TO FAIRFAX MIDPOINT***** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=1.5 CH SLP=.009 FP SLP=.009 N=.03 DIST=280 DIST ELEV 0 1.5 145 0 280 1.5 COMPUTE TRAVEL TIME ID=5 REACH=24 VS NO=1 L=300 SLP=.011 ROUTE ID=5 HYD=204.32 INFLOW ID=3 DT=0.05 PRINT HYD ID=5 CODE=10 *S**** ADD 204.4R AND POND/204.1 ROUTES*** ADD HYD ID=7 HYD=204.42 ID I=5 II=9 PRINT HYD ID=7 CODE=10 *S**** ROUTE THIS TOTAL AT FAIRFAX MIDPOINT TO DISCHARGE AT PARADISE**** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=1.5 CH SLP=.013 FP SLP=.013 N=.016 DIST=68 DIST ELEV 0 1.5 10 .8 16 .5 18 .32 34 0 50 .32 52 .5 58 .8 68 1.5 COMPUTE TRAVEL TIME ID=2 REACH=24 VS NO=1 L=1150 SLP=.011 ROUTE ID=2 HYD=204.39 INFLOW ID=7 DT=0.05 PRINT HYD ID=2 CODE=10 *S**************** CALCULATE BASIN 204.2 ********************** COMPUTE NM HYD ID=3 HYD=204.2 DA=.049 PER A=5 PER B=30 PER C=23 PER D=42 TP=-.16 RAIN=-1 PRINT HYD ID=3 CODE=10 *S**** ADD 204.2 TO TOTAL ROUTES DOWN FAIRFAX ***** ADD HYD ID=1 HYD=204.21 ID I=2 II=3 PRINT HYD ID=1 CODE=10 *S**************** CALCULATE BASIN 204.5 ********************** COMPUTE NM HYD ID=3 HYD=204.5 DA=.090 PER A=3 PER B=77 PER C=5 PER D=15 TP=-.32 RAIN=-1 PRINT HYD ID=3 CODE=10 *S**** ADD 204.5 TO ALL OTHER 204 SUBBASINS FOR TOTAL AT PARADISE BLVD.**** ADD HYD ID=4 HYD=204.99 ID I=1 II=3 PRINT HYD ID=4 CODE=10 *S*************** ROUTE THRU CULVERT UNDER P.H. BLVD. *********** *S************* CULVERT CAN'T HANDLE THIS FLOW ******************* *S*********** ROUTE THRU POND AREA TO SIMULATE FLOW OVER ROAD ******** ROUTE RESERVOIR ID=3 HYD=506 INFLOW ID=4 CODE=10 OUTFLOW STORAGE DEPTH 0 0 0 15 .10 1 25 .344 2 280 .349 2.3 320 .35 2.7 375 .36 3 390 .38 3.3 PRINT HYD ID=3 CODE=10 *S*************** CALCULATE BASIN 205 ********************** COMPUTE NM HYD ID=2 HYD=205 DA=.210 PER A=7.2 PER B=14.1 PER C=19.6 PER D=59.1 TP=-.21 RAIN=-1 PRINT HYD ID=2 CODE=10 *S********** ADD 204 AND 205R *************************** ADD HYD ID=1 HYD=204.1 ID I=2 II=3 PRINT HYD ID=1 CODE=10 ***>>> REPLACE 202, 203, AND 2O1 WITH 202, 203, 202.1-202.4 TO ***>>> BREAK FLOWS AT PASEO DEL NORTE *S**** ROUTE FLOW IN 84" PIPE TO TOP OF BASIN 202.2 ************** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.022 DIA=7.0 FT N=.013 COMPUTE TRAVEL TIME ID=2 REACH=4 VS NO=1 L=2750 SLP=.022 ROUTE ID=2 HYD=201.2 INFLOW ID=1 DT=0.05 PRINT HYD ID=2 CODE=10 *S************** COMPUTE BASIN 203 ********************** **>>> CHANGED PERCENT D FROM 58 TO 24 SINCE .077 SQ. MI. IN MONUMENT COMPUTE NM HYD ID=3 HYD=203 DA=.1298 PER A=74.3 PER B=0.7 PER C=1.0 PER D=24.0 TP=-.268 RAIN=-1 PRINT HYD ID=3 CODE=10 *S**************** CALCULATE BASIN 202.1 ********************** COMPUTE NM HYD ID=4 HYD=202.1 DA=.0422 PER A=7.2 PER B=14.5 PER C=20.3 PER D=58.0 TP=-.133 RAIN=-1 PRINT HYD ID=4 CODE=10 *S******* ROUTE 202.1 FLOW THROUGH BASIN 202.2 **************** *S**** ROUTE FLOW IN 84" PIPE TO TOP OF BASIN 202.2 ************** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.022 DIA=7.0 FT N=.013 COMPUTE TRAVEL TIME ID=5 REACH=4 VS NO=1 L=2750 SLP=.022 ROUTE ID=5 HYD=201.2 INFLOW ID=4 DT=0.05 PRINT HYD ID=5 CODE=10 *S******* ADD ROUTED BASIN 202.1 AND BASIN ********************** ADD HYD ID=6 HYD=203 ID I=5 II=3 PRINT HYD ID=6 CODE=10 *S********** ADD THE UPPER BASINS (204-205) TO 201.1/203 ADD HYD ID=4 HYD=201.1 ID I=6 II=2 PRINT HYD ID=4 CODE=10 *S*************** COMPUTE BASIN 202.2 ************************* COMPUTE NM HYD ID=5 HYD=202.2 DA=.0433 PER A=7.2 PER B=14.5 PER C=20.3 PER D=58.0 TP=-.133 RAIN=-1 PRINT HYD ID=5 CODE=10 *S***** ADD 202.2 AND UPPER BASINS,(COMPARE AT THIS NODE)****** ADD HYD ID=1 HYD=202.3 ID I=4 II=5 PRINT HYD ID=1 CODE=10 *S**** ROUTE NEW HYDRAGRAPH THROUGH THE END OF BASIN 202.3***** *S**** ROUTE FLOW IN 84" PIPE TO TOP OF BASIN 202.2 ************** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.022 DIA=7.0 FT N=.013 COMPUTE TRAVEL TIME ID=4 REACH=4 VS NO=1 L=1100 SLP=.022 ROUTE ID=4 HYD=201.2 INFLOW ID=1 DT=0.05 PRINT HYD ID=4 CODE=10 *S*************** COMPUTE BASIN 202.3 ********************** COMPUTE NM HYD ID=3 HYD=202.3 DA=.0205 PER A=7.2 PER B=14.5 PER C=20.3 PER D=58.0 TP=-.138 RAIN=-1 PRINT HYD ID=3 CODE=10 *S************** CALCULATE BASIN 202.4 ********************** COMPUTE NM HYD ID=5 HYD=202.4 DA=.0401 PER A=7.2 PER B=14.5 PER C=20.3 PER D=58.0 TP=-.133 RAIN=-1 PRINT HYD ID=5 CODE=10 *S****************** ADD 202.3 TO 202.4 *********************** ADD HYD ID=2 HYD=202.4 ID I=5 II=3 PRINT HYD ID=2 CODE=10 *S******** ADD THE UPPER BASINS TO 202.3/202.4 TO END *********** ADD HYD ID=5 HYD=202 ID I=2 II=4 PRINT HYD ID=5 CODE=10 *S************** CALCULATE BASIN 202.5 ********************** CHECK AREA COMPUTE NM HYD ID=3 HYD=202.5 DA=.0205 PER A=7.2 PER B=14.5 PER C=20.3 PER D=58.0 TP=-.133 RAIN=-1 PRINT HYD ID=3 CODE=10 *S******** ADD ALL UPPER N. B. BASINS TO 202.35 *********** ADD HYD ID=6 HYD=202 ID I=3 II=5 PRINT HYD ID=6 CODE=10 *S******* ID 6 IS TOTAL DISCHARGE AT PASEO DEL NORTE FROM NORTH BRANCH *** ************************************************************************* *S**** ROUTE NORTH BRANCH FLOW AT PASEO/GOLF COURSE TO MIDDLE BRANCH ***** *S**** ROUTE FLOW IN 90" PIPE ************** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.02 DIA=7.5 FT N=.013 COMPUTE TRAVEL TIME ID=16 REACH=4 VS NO=1 L=1100 SLP=.02 ROUTE ID=16 HYD=202.51 INFLOW ID=6 DT=0.05 PRINT HYD ID=16 CODE=10 *S******* ID 16 IS TOTAL DISCHARGE IN NORTH BRANCH PIPE AT MIDDLE BRANCH *** *************************************************************************** *S************** MAIN BRANCH INTO DAM ******************************** *************************************************************************** ***>>> CHANGED AREA OF BASIN 103 FROM .078 TO .0581 (BASIN E = .0199) *S*************** CALCULATE BASIN 103 ********************** COMPUTE NM HYD ID=2 HYD=103 DA=.0581 PER A=7.2 PER B=14.0 PER C=19.6 PER D=59.2 TP=-.13 RAIN=-1 PRINT HYD ID=2 CODE=10 *S********** ROUTE THRU STORM DRAIN UNDER NORTENA AND GOLF C. RD.******** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.0171 DIA=4.0 FT N=.015 COMPUTE TRAVEL TIME ID=3 REACH=1 VS NO=1 L=532 SLP=.0171 ROUTE ID=3 HYD=103.1 INFLOW ID=2 DT=0.05 PRINT HYD ID=3 CODE=10 *S***>>> ADD SHEHANDOAH BASIN E FLOWS TO BASIN 103 ***** ADD HYD ID=4 HYD=103.1 ID I=3 ID II=14 PRINT HYD ID=4 CODE=10 *** ADD 103 AND SHENADOAH BASIN E TO MIDDLE BRANCH FLOW ************* *S**>>> FLOW DOWNSTREAM OF GOLF COURSE IN MIDDLE BEFORE ADDING N. BRANCH ADD HYD ID=15 HYD=103.2 ID I=15 II=4 PRINT HYD ID=15 CODE=10 *S**>>> TOTAL FLOW DOWNSTRAM OF GOLF COURSE MIDDLE AND NORTH BRANCHES ADD HYD ID=17 HYD=103.2 ID I=15 II=16 PRINT HYD ID=17 CODE=10 **************** ROUTE THIS FLOW TO RANCHO SERENA ********************* ***>>> CHANGED N VALUE TO SIMULATE CONCRETE CHANNEL COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=10 CH SLP=.020 FP SLP=.020 N=.015 DIST=50 DIST ELEV 0 10 20 0 30 0 50 10 COMPUTE TRAVEL TIME ID=13 REACH=2 VS NO=1 L=1350 SLP=.020 ROUTE ID=13 HYD=102.1 INFLOW ID=17 DT=0.05 *S**>>> TOTAL FLOW IN MIDDLE BRANCH UPSTREAM OF RANCHO SERENA PRINT HYD ID=13 CODE=10 *S*>>>>*********** CALCULATE BASIN 102 ********************** ***>>> Insert HYMO run from Rancho2 in place of MC 102 Basin ***>>> ********************************************************************** ***** ***** ***** BOHANNAN-HUSTON, INC. ***** ***** ***** ***** AHYMO RUN FOR RANCHO SERENO UNIT 2 ***** ***** AKA RIVERVIEW TRACTS H-17A-1B2 AND H-18A-1 ***** ***** ***** ***** FILENAME: [C9228701.HYDRO]HYMO6HR_NEW2.IN/.OUT ***** ***** ***** ***** 100-YEAR, 6-HOUR STORM ***** ***** ***** ***** DATE: APRIL 26, 1993 ***** ***** ***** ********************************************************************** *****SUMMARY 1 *****START 0.00 *****RAINFALL TYPE=1 RAIN QUARTER=0.0 RAIN ONE=1.87 ***** RAIN SIX=2.20 RAIN DAY=2.66 DT=0.053 **************************************************************** **** **** **** PART I: **** **** RUNOFF FOR DEVELOPED CONDITIONS **** **** WEST OF AND INCLUDING **** **** RANCHO SERENO **** **** **** **************************************************************** * * COMPUTE OFFSITE BASIN RANCHO-1 * COMPUTE NM HYD ID=1 HYD=RANCHO_O1 DA=.00566 SQ MI %A=43.0 %B=32.0 %C=9.0 %D=16.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=1 CODE=10 * INCREASE RUNOFF BY 12% FOR SEDIMENT BULKING. ***>>>DIVIDE HYD ID=1 Q=-1.12 ***>>> ID=47 HYD=SEDTEMP ***>>> ID=48 HYD=NOVALUE ***>>>DIVIDE HYD ID=47 Q=-1.0 ***>>> ID=1 HYD=BASIN_O1 ***>>> ID=48 HYD=NOVALUE ***>>>PRINT HYD ID=1 CODE=10 * * DUE TO THE WATER BLOCK ON RANCHO BRAVO, THE BASIN O-1 WILL BE * ROUTED SOUTH ON CALLE NORTENA TO THE RANCHO SERENO INTERSECTION. * COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.0138 FP SLP=.0138 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 16 .41 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=4 REACH=1 VS NO=1 L=654 SLP=.0138 ROUTE ID=4 HYD=NORT&SER INFLOW ID=1 DT=.033333 PRINT HYD ID=4 CODE=10 * COMPUTE OFFSITE BASIN O-2. * COMPUTE NM HYD ID=2 HYD=RANCHO_O2 DA=.00786 SQ MI %A=68.0 %B=18.0 %C=5.0 %D=9.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=2 CODE=10 * INCREASE RUNOFF BY 12% FOR SEDIMENT BULKING. ***>>> DIVIDE HYD ID=2 Q=-1.12 ***>>> ID=47 HYD=SEDTEMP ***>>> ID=48 HYD=NOVALUE ***>>> DIVIDE HYD ID=47 Q=-1.0 ***>>> ID=2 HYD=BASIN_O2 ***>>> ID=48 HYD=NOVALUE ***>>> PRINT HYD ID=2 CODE=10 * ADD BASINS O-1 AND O-2 TOGETHER AT THE RANCHO SERENO/ * CALLE NORTENA INTERSECTION. * ADD HYD ID=1 HYD=RANCHO12 ID I=2 ID II=4 PRINT HYD ID=1 CODE=10 * AS CAN BE SEEN FROM THE ABOVE STREET RATING CURVE FOR A 32' * STREET AT 1.38%, THE RUNOFF IS OVER THE CROWN. THEREFORE, * HALF OF THIS RUNOFF WILL BE DIVERTED TO THE NORTH ON RANCHO * SERENO, WHILE THE REMAINDER WILL CONTINUE SOUTH ALONG CALLE * NORTENA INTO THE SOUTH BRANCH WATERSHED AT BUTTERFIELD TRAIL * DIVIDE HYD ID=1 Q=-0.50 ID=2 HYD=SERENO ID=3 HYD=BUTTER PRINT HYD ID=3 CODE=10 PRINT HYD ID=2 CODE=10 * ROUTE THE NORTHERN PORTION OF THE RUNOFF UP RANCHO SERENO, * THROUGH BASIN E COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.0123 FP SLP=.0123 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 16 .41 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=3 REACH=1 VS NO=1 L=455 SLP=.0123 ROUTE ID=3 HYD=SER&LARG INFLOW ID=2 DT=.033333 PRINT HYD ID=3 CODE=10 * COMPUTE BASIN E * COMPUTE NM HYD ID=1 HYD=BASIN_E1 DA=.00215 SQ MI %A=0.0 %B=24.0 %C=24.0 %D=52.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=1 CODE=10 * ADD BASIN E TO ROUTED FLOW FOR TOTAL ON RANCHO SERENO * BEFORE ITS CONFLUENCE WITH BASIN F-2. * ADD HYD ID=4 HYD=SER&LARG ID I=1 ID II=3 PRINT HYD ID=4 CODE=10 * COMPUTE BASIN F-1 * COMPUTE NM HYD ID=1 HYD=BASIN_F1 DA=.00807 SQ MI %A=0.0 %B=26.5 %C=26.5 %D=47.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=1 CODE=10 * ROUTE BASIN F-1 TO ITS CONFLUENCE WITH BASIN H. * COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.0229 FP SLP=.0229 N=.017 DIST=28 DIST ELEV 0 .67 0 0 2 .12 14 .36 26 .12 28 0 28 .67 COMPUTE TRAVEL TIME ID=3 REACH=1 VS NO=1 L=190 SLP=.0229 ROUTE ID=3 HYD=TO_BSN_H INFLOW ID=1 DT=.033333 PRINT HYD ID=3 CODE=10 * CALCULATE BASIN H * COMPUTE NM HYD ID=2 HYD=BASIN_H DA=.00192 SQ MI %A=0.0 %B=30.5 %C=30.5 %D=39.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=2 CODE=10 * ADD THE RUNOFF FOR TOTAL DOWNSTREAM OF BASIN H * ADD HYD ID=1 HYD=LARG&DOR ID I=2 ID II=3 PRINT HYD ID=1 CODE=10 * ROUTE THIS RUNOFF TO ITS CONFLUENCE WITH BASIN G * COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.0248 FP SLP=.0248 N=.017 DIST=28 DIST ELEV 0 .67 0 0 2 .12 14 .36 26 .12 28 0 28 .67 COMPUTE TRAVEL TIME ID=3 REACH=1 VS NO=1 L=245 SLP=.0248 ROUTE ID=3 HYD=TO_BSN_G INFLOW ID=1 DT=.033333 PRINT HYD ID=3 CODE=10 * CALCULATE BASIN G * COMPUTE NM HYD ID=2 HYD=BASIN_G DA=.00279 SQ MI %A=0.0 %B=23.5 %C=23.5 %D=53 TP=0.133333 RAINFALL=-1 PRINT HYD ID=2 CODE=10 * ADD THE RUNOFF FOR TOTAL DOWNSTREAM OF BASIN G * ADD HYD ID=1 HYD=LARG&QUI ID I=2 ID II=3 PRINT HYD ID=1 CODE=10 * ROUTE THIS RUNOFF TO ITS CONFLUENCE WITH BASIN F-2 * COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.005 FP SLP=.005 N=.017 DIST=28 DIST ELEV 0 .67 0 0 2 .12 14 .36 26 .12 26 0 28 .67 COMPUTE TRAVEL TIME ID=3 REACH=1 VS NO=1 L=100 SLP=.005 ROUTE ID=3 HYD=TOSERENO INFLOW ID=1 DT=.033333 PRINT HYD ID=3 CODE=10 * CALCULATE BASIN F-2 * COMPUTE NM HYD ID=2 HYD=BASIN_F2 DA=.00415 SQ MI %A=0.0 %B=22.0 %C=22.0 %D=56.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=2 CODE=10 * ADD RUNOFF AT BASIN F-2 OUTFALL * ADD HYD ID=1 HYD=LARG&SER ID I=2 ID II=3 PRINT HYD ID=1 CODE=10 * INPUT 23 CFS INTO TWO TYPE SINGLE A INLETS JUST UPSTREAM OF * THE RANCHO SERENO INTERSECTION. * DIVIDE HYD ID=1 QMAX=23 ID I=2 HYD=PIPE PIPE FLOW ID II=3 HYD=STRT STREET FLOW PRINT HYD ID=3 CODE=10 * ROUTE PIPE RUNOFF TO CHANNEL THROUGH RANCHO SERENO STORM DRAIN. COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.015 DIA=24 IN N=.013 COMPUTE TRAVEL TIME ID=5 REACH=1 VS NO=1 L=230 SLP=.015 ROUTE ID=5 HYD=STORMDRN INFLOW ID=2 DT=.033333 PRINT HYD ID=5 CODE=10 * ADD STREET RUNOFF TO RANCHO SERENO RUNOFF AT BASIN F-2 OUTFALL * ADD HYD ID=1 HYD=SER&LARG ID I=4 ID II=3 PRINT HYD ID=1 CODE=10 * ROUTE STREET FLOW TO NEW INLETS AT CHANNEL. COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.007 FP SLP=.007 N=.017 DIST=32 DIST ELEV 0 .67 0 0 2 .13 16 .41 30 .13 32 0 32 .67 COMPUTE TRAVEL TIME ID=4 REACH=1 VS NO=1 L=205 SLP=.007 ROUTE ID=4 HYD=TOCHANNL INFLOW ID=1 DT=.033333 PRINT HYD ID=4 CODE=10 * ADD STREET FLOW AND PIPE FLOW AT CHANNEL TO DETERMINE TOTAL * RUNOFF INTO CHANNEL AT RANCHO SERENO. * ADD HYD ID=9 HYD=CHNNLTOT ID I=4 ID II=5 PRINT HYD ID=9 CODE=10 **************************************************************** **** **** **** PART II: **** **** RUNOFF FOR DEVELOPED CONDITIONS **** **** EAST OF RANCHO SERENO **** **** **** **************************************************************** ***>>> THIS SECTION DOES NOT CONTRIBUTE TO CHANNEL FLOW * CALCULATE BASIN B-1 * COMPUTE NM HYD ID=1 HYD=BASIN_B1 DA=.00340 SQ MI %A=0.0 %B=20.0 %C=20.0 %D=60.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=1 CODE=10 * COMPUTE RATING CURVE FOR STREET SECTION WITHIN BASIN B-1 TO * VERIFY THAT THE PROPOSED SECTION HAS THE CAPACITY TO CONVEY * THE RUNOFF WITHIN BASIN B-1. * COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.35 CH SLP=.005 FP SLP=.005 N=.017 DIST=27 DIST ELEV 0 .35 1.60 0 2.625 .06 13.5 .27 24.375 .06 25.40 0 27 .35 * ROUTE BASIN B-1 TO BASIN B-2 CONFLUENCE * COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.0091 FP SLP=.0091 N=.017 DIST=28 DIST ELEV 0 .67 0 0 2 .12 14 .36 26 .12 28 0 28 .67 COMPUTE TRAVEL TIME ID=3 REACH=1 VS NO=1 L=405 SLP=.0091 ROUTE ID=3 HYD=LARG&ENC INFLOW ID=1 DT=.033333 PRINT HYD ID=3 CODE=10 * CALCULATE BASIN B-2 * COMPUTE NM HYD ID=1 HYD=BASIN_B2 DA=.00408 SQ MI %A=0.0 %B=21.5 %C=21.5 %D=57.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=1 CODE=10 * ADD BASIN B-1 AND B-2 AT RANCHO LARGO/RANCHO ENCANTADO * INTERSECTION * ADD HYD ID=5 HYD=LARG&ENC ID I=1 ID II=3 PRINT HYD ID=5 CODE=10 * CALCULATE BASIN A-1 * COMPUTE NM HYD ID=1 HYD=BASIN_A1 DA=.00567 SQ MI %A=0.0 %B=21.5 %C=21.5 %D=57.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=1 CODE=10 * ROUTE BASIN A-1 TO BASIN A-2 CONFLUENCE * COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.005 FP SLP=.005 N=.017 DIST=28 DIST ELEV 0 .67 0 0 2 .12 14 .36 26 .12 28 0 28 .67 COMPUTE TRAVEL TIME ID=3 REACH=1 VS NO=1 L=415 SLP=.005 ROUTE ID=3 HYD=ALGR&ENC INFLOW ID=1 DT=.033333 PRINT HYD ID=3 CODE=10 * CALCULATE BASIN A-2 * COMPUTE NM HYD ID=2 HYD=BASIN_A2 DA=.00426 SQ MI %A=0.0 %B=24.0 %C=24.0 %D=52.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=2 CODE=10 * ADD BASINS A-1 AND A-2 AT RANCHO LARGO/RANCHO ENCANTADO * INTERSECTION ADD HYD ID=4 HYD=ENC&LARG ID I=2 ID II=3 PRINT HYD ID=4 CODE=10 * ADD BASINS A-1/A-2 AND B-1/B-2 AT RANCHO LARGO/RANCHO ENCANTADO * INTERSECTION ADD HYD ID=7 HYD=A1A2B1B2 ID I=4 ID II=5 PRINT HYD ID=7 CODE=10 * ROUTE BASIN A-1/A-2 AND B-1/B-2 TO BASIN A-3 OUTFALL * COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=.67 CH SLP=.005 FP SLP=.005 N=.017 DIST=28 DIST ELEV 0 .67 0 0 2 .12 14 .36 26 .12 28 0 28 .67 COMPUTE TRAVEL TIME ID=4 REACH=1 VS NO=1 L=260 SLP=.005 ROUTE ID=4 HYD=A1A2B1B2 INFLOW ID=7 DT=.033333 PRINT HYD ID=4 CODE=10 * CALCULATE BASIN A-3 * COMPUTE NM HYD ID=3 HYD=BASINA3 DA=.00209 SQ MI %A=0.0 %B=26.5 %C=26.5 %D=47.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=3 CODE=10 * ADD BASIN A-3 AT CONFLUENCE FOR TOTAL RUNOFF * ADD HYD ID=7 HYD=TOTA&B ID I=3 ID II=4 PRINT HYD ID=7 CODE=10 * ROUTE RUNOFF FROM STREET INTO THE PIEDRAS MARCADAS CHANNEL * VIA A STORM DRAIN * COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.04 DIA=24 IN N=.013 COMPUTE TRAVEL TIME ID=10 REACH=1 VS NO=1 L=100 SLP=.04 ROUTE ID=10 HYD=STORMDRN INFLOW ID=7 DT=.033333 PRINT HYD ID=10 CODE=10 **************************************************************** **** **** **** PART III: **** **** RUNOFF FOR DEVELOPED CONDITIONS **** **** BASINS C, D, I-1 AND I-2 **** **** **** **************************************************************** * * COMPUTE BASIN C, DISCHARGING INTO BUTTERFIELD TRAIL. * COMPUTE NM HYD ID=3 HYD=BASIN_C DA=.00046 SQ MI %A=0.0 %B=40.5 %C=40.5 %D=19.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=3 CODE=10 * COMPUTE BASIN D, DISCHARGING DIRECTLY INTO THE DAM BASIN. * COMPUTE NM HYD ID=4 HYD=BASIN_D DA=.00024 SQ MI %A=0.0 %B=50.0 %C=50.0 %D=0.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=4 CODE=10 * COMPUTE BASIN I-1, ADD THIS FLOW AT RANCHO SERENA * COMPUTE NM HYD ID=11 HYD=BASIN_I1 DA=.00045 SQ MI %A=0.0 %B=0.0 %C=63.0 %D=37.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=11 CODE=10 * COMPUTE BASIN I-2, DISCHARGING DIRECTLY INTO DAM * COMPUTE NM HYD ID=12 HYD=BASIN_I2 DA=.00168 SQ MI %A=0.0 %B=0.0 %C=73.0 %D=27.0 TP=0.133333 RAINFALL=-1 PRINT HYD ID=12 CODE=10 ***>>>FINISH ***>>> COMPUTE NM HYD ID=2 HYD=102 DA=.066 ***>>> PER A=7.2 PER B=14.0 PER C=19.6 PER D=59.2 ***>>> TP=-.13 RAIN=-1 ***>>> PRINT HYD ID=2 CODE=10 *S************* ADD RANCHO2 BASINS (F-H) INTO CHANNEL AT RANCHO SERENO **** ADD HYD ID=14 HYD=102.2 ID I=13 II=9 PRINT HYD ID=14 CODE=10 *S************* ADD RANCHO2 BASIN I-2 INTO CHANNEL AT RANCHO SERENO******** ADD HYD ID=13 HYD=102.2 ID I=14 II=12 PRINT HYD ID=13 CODE=10 *S**>>>********* CALCULATE MC BASIN 101.1 ********************** ***>>> Original 101 is .273 sq. mi. ***>>> Basin 101.1 is the remainder of 101 from Molzen Corbin ***>>> Basin 101.2 is the Las Terrazas Subdivision - Mark Goodwin & Assoc. ***>>> Basin 101.3 is the H-17B for Centex by Bohannan-Huston, Inc. ***>>> ***>>> Basin 101.1 goes directly into Dam - does not add to Middle Branch COMPUTE NM HYD ID=2 HYD=101.1 DA=.176 PER A=7.2 PER B=14.0 PER C=19.6 PER D=59.2 TP=-.13 RAIN=-1 PRINT HYD ID=2 CODE=10 ***>>> ***>>> Compute Basin 101.2 then route to Middle Branch thru Ranco Serena ***>>> change tp to .177 from .2365 Eq. oringinally used is not for ***>>> use with AHYMO. ***>>> COMPUTE NM HYD ID=2 HYD=101.2 DA=.07025 PER A=0.0 PER B=27.91 PER C=27.90 PER D=44.19 TP=-.177 RAIN=-1 PRINT HYD ID=2 CODE=10 ***>>> ***>>> Route Basin 101.2 down Rancho Serena to the Middel Branch Channel ***>>> COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.04 DIA=4.0 FT N=.015 COMPUTE TRAVEL TIME ID=1 REACH=1 VS NO=1 L=300 SLP=.04 ROUTE ID=1 HYD=402.1 INFLOW ID=2 DT=0.05 PRINT HYD ID=1 CODE=10 ***>>> ***>>> Compute Basin 101.3 for Subdivision H-17B ***>>> COMPUTE NM HYD ID=2 HYD=101.3 DA=.02675 PER A=0.0 PER B=27.91 PER C=27.90 PER D=44.19 TP=-.133 RAIN=-1 PRINT HYD ID=2 CODE=10 *S*********** ADD 101.3 to routed flow from 101.2 *************************** ADD HYD ID=1 HYD=101.11 ID I=2 II=1 PRINT HYD ID=1 CODE=10 ***>>> ***>>> Route Basins 101.2 & 101.3 down Rancho Serena to Middle Branch Channel ***>>> COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.04 DIA=4.0 FT N=.015 COMPUTE TRAVEL TIME ID=2 REACH=1 VS NO=1 L=300 SLP=.04 ROUTE ID=2 HYD=402.1 INFLOW ID=1 DT=0.05 *S*********** TOTAL FLOW IN MIDDLE BRAHCH DOWNSTREAM OF RANCHO SERENA *********************** ADD HYD ID=18 HYD=101.11 ID I=2 II=13 PRINT HYD ID=18 CODE=10 ***>>> ROUTE MIDDLE BRANCH FROM RANCHO SERENA TO DAM COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=10 CH SLP=.020 FP SLP=.020 N=.015 DIST=50 DIST ELEV 0 10 20 0 30 0 50 10 COMPUTE TRAVEL TIME ID=19 REACH=2 VS NO=1 L=500 SLP=.020 ROUTE ID=19 HYD=102.1 INFLOW ID=18 DT=0.05 *S**>>> TOTAL FLOW IN MIDDLE BRANCH UPSTREAM OF RANCHO SERENA PRINT HYD ID=19 CODE=10 ************************************************ *S********* ID 19 IS TOTAL FLOW INTO DAM from Middle Branch ********** ************************************************************************ *S**************** SOUTH BRANCH ****************** *********************************************************** **FINISH *S***************** CALCULATE BASIN 404 ********************** COMPUTE NM HYD ID=2 HYD=404 DA=.195 PER A=30.9 PER B=10.5 PER C=14.6 PER D=44.0 TP=-.13 RAIN=-1 PRINT HYD ID=2 CODE=10 *S**************** ROUTE THIS FLOW THRU 404.1 ********************* ***************** STREET FLOW PLUS YARDS ********************** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=2.5 CH SLP=.017 FP SLP=.017 N=.02 DIST=60 DIST ELEV 0 2.5 12 .5 12.1 0 28 .33 44 0 44.1 .5 60 2.5 COMPUTE TRAVEL TIME ID=1 REACH=1 VS NO=1 L=2400 SLP=.017 ROUTE ID=1 HYD=404.01 INFLOW ID=2 DT=0.05 PRINT HYD ID=1 CODE=10 *S*************** CALCULATE BASIN 404.1 ********************** COMPUTE NM HYD ID=2 HYD=404.1 DA=.115 PER A=7.2 PER B=14 PER C=19.6 PER D=59.2 TP=-.13 RAIN=-1 PRINT HYD ID=2 CODE=10 *S************ ADD 404.1 AND 404 ROUTE *************************** ADD HYD ID=3 HYD=404.02 ID I=1 II=2 PRINT HYD ID=3 CODE=10 *S*********** ROUTE THIS FLOW THRU 403.3 LARGE CHANNEL***************** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=4.5 CH SLP=.025 FP SLP=.025 N=.03 DIST=95 DIST ELEV 0 4.5 15 4 20 2 50 0 80 2 95 4 COMPUTE TRAVEL TIME ID=1 REACH=1 VS NO=1 L=950 SLP=.025 ROUTE ID=1 HYD=403.01 INFLOW ID=3 DT=0.05 PRINT HYD ID=1 CODE=10 *S************** CALCULATE BASIN 403.3 ********************** COMPUTE NM HYD ID=2 HYD=403.3 DA=.037 PER A=7 PER B=14 PER C=20 PER D=59 TP=-.13 RAIN=-1 PRINT HYD ID=2 CODE=10 *S********** ROUTE THIS FLOW THRU 10' CONCRETE CHANNEL ***************** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=2.0 CH SLP=.039 FP SLP=.039 N=.015 DIST=10 DIST ELEV 0 2.0 .2 0 9.8 0 10 2.0 COMPUTE TRAVEL TIME ID=3 REACH=1 VS NO=1 L=180 SLP=.039 ROUTE ID=3 HYD=403.02 INFLOW ID=2 DT=0.05 PRINT HYD ID=3 CODE=10 *S************ ADD 403.3R AND TOTAL ROUTE *************************** ADD HYD ID=4 HYD=403.03 ID I=3 II=1 PRINT HYD ID=4 CODE=10 ********************* CALCULATE BASIN 403.2 ********************** COMPUTE NM HYD ID=2 HYD=403.2 DA=.014 PER A=7 PER B=14 PER C=20 PER D=59 TP=-.13 RAIN=-1 PRINT HYD ID=2 CODE=10 *S********** ROUTE THIS FLOW THRU 10' CONCRETE CHANNEL (S.)**************** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=2.0 CH SLP=.028 FP SLP=.028 N=.015 DIST=10 DIST ELEV 0 2.0 .2 0 9.8 0 10 2.0 COMPUTE TRAVEL TIME ID=3 REACH=1 VS NO=1 L=250 SLP=.028 ROUTE ID=3 HYD=403.21 INFLOW ID=2 DT=0.05 PRINT HYD ID=3 CODE=10 *S****** ADD 403.2R AND TOTAL ROUTE IN LARGE CHANNEL (ID=4)********************* ADD HYD ID=1 HYD=403.22 ID I=3 II=4 PRINT HYD ID=1 CODE=10 ** ROUTE THRU SMALL ENTRANCE POND PIPE AT FIREWHEEL FOR PRESSURIZED FLOW******* *S*** DIVIDE TOTAL INFLOW;PIPE CAP. W/8-9' HEAD IS 265 CFS, REST IS OVERFLOW*** *S****** DIVIDE HYD BETWEEN PIPE CAPACITY AND STREET FLOW**** DIVIDE HYD ID=1 Q=265 ID I=3 HYD I=403.11 ID II=7 HYD II=403.12 *S************** ROUTE PIPE FLOW THRU 403 STORM DRAIN TO GOLF C. RD.*********** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.015 DIA=5.0 FT N=.015 COMPUTE TRAVEL TIME ID=5 REACH=1 VS NO=1 L=1645 SLP=.015 ROUTE ID=5 HYD=403.19 INFLOW ID=3 DT=0.05 PRINT HYD ID=5 CODE=10 *S********** ROUTE OVERFLOW DOWN FIREWHEEL AND ACROSS BASIN 403***** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=1.8 CH SLP=.015 FP SLP=.015 N=.016 DIST=44 DIST ELEV 0 1.8 6 1.0 12 .5 12.1 0 24 .24 32 0 32.1 .5 38 1.0 44 1.8 COMPUTE RATING CURVE CID=2 VS NO=2 SEG=1 MIN EL=0 MAX EL=2.8 CH SLP=.012 FP SLP=.012 N=.028 DIST=28 DIST ELEV 0 2.8 9 0 19 0 28 2.0 COMPUTE TRAVEL TIME ID=6 REACH=1 VS NO=2 L=1500 SLP=.013 ROUTE ID=6 HYD=403.21 INFLOW ID=7 DT=0.05 PRINT HYD ID=6 CODE=10 *S******** ADD OVERLAND AND PIPE FLOW FROM MAIN CHANNEL THRU 403***** ADD HYD ID=4 HYD=403.40 ID I=5 II=6 PRINT HYD ID=4 CODE=10 *S***************** CALCULATE BASIN 403 ********************** COMPUTE NM HYD ID=2 HYD=403 DA=.068 PER A=7.0 PER B=14 PER C=20 PER D=59 TP=-.18 RAIN=-1 PRINT HYD ID=2 CODE=10 *S*************** ADD 403 AND THE ROUTES THRU 403 ************************** ADD HYD ID=3 HYD=403.40 ID I=4 II=2 PRINT HYD ID=3 CODE=10 *S***************** CALCULATE BASIN 402 ********************** COMPUTE NM HYD ID=2 HYD=402 DA=.093 PER A=7 PER B=14 PER C=20 PER D=59 TP=-.13 RAIN=-1 PRINT HYD ID=2 CODE=10 *S*********** ROUTE 402 THRU PIPE TO G.C. ROAD ******************** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.0219 DIA=4.5 FT N=.015 COMPUTE TRAVEL TIME ID=1 REACH=1 VS NO=1 L=186 SLP=.0219 ROUTE ID=1 HYD=402.1 INFLOW ID=2 DT=0.05 PRINT HYD ID=1 CODE=10 *S************* ADD 402R AND TOTAL ROUTES FROM 403 ID=3 *********************** ADD HYD ID=6 HYD=402.2 ID I=1 II=3 PRINT HYD ID=6 CODE=10 *S****************** CALCULATE BASIN 403.1 ********************** COMPUTE NM HYD ID=2 HYD=403.1 DA=.030 PER A=7.0 PER B=14 PER C=20 PER D=59 TP=-.13 RAIN=-1 PRINT HYD ID=2 CODE=10 *S****** DIVIDE HYD BETWEEN PIPE CAPACITY AND STREET FLOW**** DIVIDE HYD ID=2 Q=46.7 ID I=2 HYD I=403.11 ID II=3 HYD II=403.12 *S********** ROUTE 403.1 PIPE FLOW THRU PIPE TO SOUTH BRANCH***************** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.015 DIA=2.5 FT N=.015 COMPUTE TRAVEL TIME ID=1 REACH=1 VS NO=1 L=1284 SLP=.015 ROUTE ID=1 HYD=403.11 INFLOW ID=2 DT=0.05 PRINT HYD ID=1 CODE=10 *S********** ROUTE LEFTOVER STREET FLOW DOWN GOLF COURSE******** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=1.0 CH SLP=.013 FP SLP=.013 N=.016 DIST=32 DIST ELEV 0 1.0 4 .5 4.1 0 16 .24 28 0 28.1 .5 32 1.0 COMPUTE TRAVEL TIME ID=4 REACH=1 VS NO=1 L=1500 SLP=.013 ROUTE ID=4 HYD=403.21 INFLOW ID=3 DT=0.05 PRINT HYD ID=4 CODE=10 *S************** ADD OVERLAND AND PIPE FLOW FROM 403.1****** ADD HYD ID=1 HYD=403.19 ID I=1 II=4 PRINT HYD ID=1 CODE=10 *S*** ADD 403.1ROUTES AND TOTAL ROUTE ID=6 FOR TOT. @ BUTTERFIELD AND G.C.**** ADD HYD ID=7 HYD=403.12 ID I=1 II=6 PRINT HYD ID=7 CODE=10 *S*** DIVIDE HYD BETWEEN PIPE CAPACITY AND OVERLAND LEFTOVER THRU 401*** DIVIDE HYD ID=7 Q=618 ID I=7 HYD I=401.1 ID II=3 HYD II=401.2 *S************ ROUTE NEW PIPE TOTAL THRU 401 PIPE TO DAM ******************** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.0245 DIA=6.0 FT N=.015 COMPUTE TRAVEL TIME ID=1 REACH=1 VS NO=1 L=2334 SLP=.0245 ROUTE ID=1 HYD=401.1 INFLOW ID=7 DT=0.05 PRINT HYD ID=1 CODE=10 *S********** ROUTE LEFTOVER STREET FLOW OVERLAND THRU 401******** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=1.3 CH SLP=.03 FP SLP=.03 N=.023 DIST=200 DIST ELEV 0 1.3 100 0 200 1.3 COMPUTE TRAVEL TIME ID=4 REACH=1 VS NO=1 L=2300 SLP=.03 ROUTE ID=4 HYD=401.21 INFLOW ID=3 DT=0.05 PRINT HYD ID=4 CODE=10 *S************** ADD OVERLAND AND PIPE ROUTES THRU 401****** ADD HYD ID=5 HYD=401.99 ID I=1 II=4 PRINT HYD ID=5 CODE=10 *S***************** CALCULATE BASIN 401 ********************** COMPUTE NM HYD ID=2 HYD=401 DA=.206 PER A=7.0 PER B=14 PER C=20 PER D=59 TP=-.26 RAIN=-1 PRINT HYD ID=2 CODE=10 *S*********** ADD BASIN 401 TO ROUTES********************* *S************* TOTAL SOUTH BRANCH FLOW ***************** *S************** ID=3 IS SOUTH BRANCH FLOW ************************* ADD HYD ID=3 HYD=403.12 ID I=2 II=5 PRINT HYD ID=3 CODE=10 *S**** NOW ADD SOUTH BRANCH FLOW (ID3) TO NORTH/MAIN FLOW (ID=18)******** *S********** TOTAL INTO PIEDRAS MARCADAS DAM ******************* ADD HYD ID=1 HYD=100 ID I=18 II=3 PRINT HYD ID=1 CODE=10 *S********** ROUTE THRU PIEDRAS MARCADAS DAM No. 2******** ROUTE RESERVOIR ID=2 HYD=501 INFLOW ID=1 CODE=10 OUTFLOW STORAGE DEPTH 0 0 0 20 13.5 2 54 32.5 4 66 66.1 6 72 98.9 8 78 134.6 10 84 172.9 12 90 213.5 14 93 256.7 16 1200 293.2 18 4500 344.2 20 8800 381.0 22 15000 423.2 24 20000 474.5 26 29000 534.5 28 PRINT HYD ID=2 CODE=10 FINISH