*S AHYMO FILE FOR WEST I-40 DMP REVISED *S DEVELOPED CONDITIONS, 24HR, 100YR. *S WITH SEDIMENT BULKING & WITHOUT SEDIMENT REDUCTION AT PONDS. *S *S FILE: OPT4_FINAL.TXT *S DATE REVISED: 01/17/12 * * COPIED FROM FILES: WI40R10.TXT * EDITED AHYMO FILES FROM: * 1. WEST I40DMP REVISION BY BHI, DEVELOPED CONDITIONS 2006 * ******************************************************************************************** * MODEL DEVELOPED TO REFLECT EXISTING AND PROPOSED CHANGES TO THE WEST I-40 DRAINAGE PLAN * BASINS FROM ORIGINAL BHI DMP, CHANGED EAST OF PASEO DEL VOLCAN TO REFLECT * DEVELOPED CONDITIONS. * MODEL WAS REVISED TO HOW EXISTING DEVELOPMENT BETWEEN UNSER AND THE RIO GRANDE RIVER * PROPOSED LAYOUT FOR STORMCLOUD, SUNDURO, AND GRASSLANDS WERE USED * ROUTING FOR THE WEST I-40 DIVERSION AT UNSER BLVD WAS TAKEN FROM WEST I40 SD BY WILSON * LAND USE FOR CURRENTLY UNDEVELOPED AREAS TAKEN FROM THE WESTLAND MASTER PLAN, BY BHI 2006 * * * ASSUMPTIONS: * 2. ALL VSC ROUTING MUSKINGUM-CUNGE ROUTING. * 3. LAND TREATMENTS REFLECT PROPOSED LAND USAGES * 5. DIVERT FLOWS FROM AMOLE WATERSHED NORTH OF I-40 INTO I-40 CHANNEL. * 6. ROUTING DETERMINED FROM PROPOSED AND EXISTING DEVELOPMENT PLANS * 8. ESCARPMENT LAND DIRECTLY WEST OF DESIGNATED LAND GRANT IS ASSUMED TO NOT BE DEVELOPED * 9. ONSITE PONDING WITH SURGE PONDS WILL ACCOUNT FOR 25% OF RUNOFF IN RESIDENTIAL AREAS WEST OF 98TH STREET * 10. FREE DISCHARGE FOR AREAS BELOW THE ESCARPMENT FOR AREAS EAST OF THE OPEN SPACE. * *S*********************************************************************************************** *S MODEL REVISED FROM ORIGINAL WI40 REVISED MODEL FOR DESIGN PURPOSES *S CHANGES: *S 1. ALLOWED PORTION OF LOCAL FLOW FROM OS.6 TO FLOW UNDER I40 THOUGH EXISTING 42" AND 36" PIPE 6/8/06 WI40REV.TXT *S 2. REROUTED ST.6 TO FLOW UNDER I40 THROUGH EXISTING CULVERT 6/8/06 *S 3. ADDED I40 FLOW TO 98TH STREET BOXES OUTFALL EAST OF 98TH STREET IN CHANNEL 6/8/06 *S 4. DIVIDED BASINS ALONG I40 TO ACCOUNT FOR STUB-OUT PLACEMENTS 6/13/06 WI40R2.TXT *S 5. EASP RESIZED FOR SURGE POND CONDITIONS 6/13/06 *S 6. ROADWAY FLOW ADDED TO THE I-40 SD AT 8 LOCATIONS. 6/21/06 *S 7. ROUTED FLOW FROM 98TH BOXES AND SD TOGETHER IN ST.8 6/28/06 WI40R5.TXT *S 8. CHANGED I40 PIPE SIZES TO REFECT CURRENT DESIGN 6/28/06 *S 9. CHANGED BUSINESS PARK LAYOUT AT DEII TO ACOMODATE FRONTAGE ROAD. 10/13/06 *S 10. ALLOWED EA.17 TO CONTINUE THROUGH EA BOXES FOR 404 REQUIREMENT. 10/13/06 *S 11. UPDATED MODEL WITH CORRECTED STAGE STORAGE CURVES FOR DAM O, 2, AND 4 *S 12. ADDED A POND ALONG DAM 5 ARRROYO NEAR THE STADUIM SITE THAT WILL CONVEY FLOW TO DAM 5 *S 13. MADE DAM 5 ARROYO DAM 250 ACRE FEET LARGER TO A TOTAL OF 376 ACRE FEET AND *S CHANGED THE OUTFLOW PIPE FROM 4.5' TO 3' IN DIAMETER *S 14. CHANGED ORIFCE PLATE ON DAM5S TO MAXIMIZE STORAGE IN SOCCER FIELD DAM *S 15. ADDED ORIFICE PLATE TO DAM #2 *S 16. ADDED ORIFICE PLATE TO DAM #1P *S 17. CHANGED OUTLET PIPE IN PROPOSED DAM 5 ARROYO DAM *S 18. REMOVED ORIFICE PLATES ON DAMS 8 AND 9 *s 19. added a diversion from dam 5s to stormcloud subdivision *S 20. DIVERT 100 CFS FROM BASIN L9.2A TO L9.2B TO STR2 *s 21. ADDED A POND AT THE END OF L9.2A TO REDUCE THE PEAK OUTFLOW TO 105 CFS *S *S******************************************************************************************************* *S ************************************************************************************************ * MODEL REVISED by BHI (SJG) - NOTES FOR JDE - 10/10/11 * CHANGES: * 1. ALL SEDIMENT BULK FOR MODEL IS 1.025. ALL OTHER SEDIMENT BULK COMMANDS COMMENTED OUT OF MODEL * 2. CORRECTED LAND TREATMENT TYPES SO SUM=100 FOR BASINS IN1, IN2, IN3, IN4, IN5, IN6, & IN7 * 3. EDITED LAND TREATMENT FOR BASIN UD.3 TO SUM=100 * 4. ADDED THE SURGE POND CONDITIONS BACK INTO THE MODEL FOR BASINS ST.2A AND ST.2B * 5. EDITED THE ROUTE FOR THE COMBINED FLOW IN DAM 5 ARROYO TO END OF BASIN UD.4A * FROM A 54 INCH PIPE - EDITED TO 66 INCH PIPE. * 6. EDITED THE ROUTE FOR THE DAM 5 ARROYO BETWEEN POND D5 AND DAM 5S FROM CHANNEL TO * A 54 INCH STORM DRAIN. * 7. ROUTE DAM5 SPILLWAY FLOWS SOUTH IN PROPOSED DAM 5 DIVERSION FLOW ROUTED IN 48 * INCH STORM DRAIN. * 8. JONATHAN UPDATED 100-YEAR RAINFALL - 10/14/11 * 9. UPDATED LAND TREAMENT TYPES FOR BASINS WITHOUT ROUNDING - BASINS EA.11, EA.12A, * EA.12B, EA.13, EA.14, L9.2A, L9.2B, UD.5D, UD.5A, UD.5C, UD.1C, ST.9, ST.10A, * ST.10B, ST.12, L15.5 * ******************************************************************************************************** ____________________________________________________________________ *S//////////////////////////////////////////////////////////////// *S *S WEST I-40 DRAINAGE MANAGEMENT PLAN REVISION *S *S//////////////////////////////////////////////////////////////// * START TIME=0.0 * 2 YEAR RAINFALL TABLE *RAINFALL TYPE=2 RAIN QUARTER=0.0 * RAIN ONE=0.73 IN RAIN=0.95 IN * RAIN DAY=1.15 IN DT=0.05 HRS * 10 YEAR RAINFALL TABLE *RAINFALL TYPE=2 RAIN QUARTER=0.0 * RAIN ONE=1.24 IN RAIN=1.47 IN * RAIN DAY=1.77 IN DT=0.05 HRS * 100 YEAR RAINFALL TABLE RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.81 IN RAIN=2.31 IN RAIN DAY=2.72 IN DT=0.05 HRS SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S SUB-BASIN WA.1 * COMPUTE NM HYD ID=1 HYD NO=WA.1 AREA=1.44625 SQ MI PER A=73.04 PER B=11.97 PER C=3.66 PER D=11.33 TP=0.337 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 *S *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=1 PER=-75 ID I=1 HYD=WA.1 ID II=88 HYD=SURGE PRINT HYD ID=1 CODE=1 PRINT HYD ID=88 CODE=1 *S *S SUB-BASIN WA.2 * COMPUTE NM HYD ID=2 HYD NO=WA.2 AREA=0.14350 SQ MI PER A=53.32 PER B=15.21 PER C=9.71 PER D=21.76 TP=0.390 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=2 PER=-75 ID I=2 HYD=WA.2 ID II=88 HYD=SURGE PRINT HYD ID=2 CODE=1 PRINT HYD ID=88 CODE=1 *S *S COMBINED FLOW FROM WA.1 & WA.2 FLOW INTO SMALL PLAYA THEN ROUTE THROUGH *S WA.3 * PLAYA EXPANDED TO ACT AS A WEIR. EXISTING STAGE STORAGE CURVE USED IN DESIGN- LEM 1/28/06 * ADD HYD ID=3 HYD=WA.1.2 ID I=1 ID II=2 PRINT HYD ID=3 CODE=10 * ROUTE RESERVOIR ID=4 HYD=WA.1.2 INFLOW ID=3 CODE=1 OUTFLOW (CFS) STORAGE (AC-FT) ELEV (FT) 0 0 5924.4 0.005 7.44 5926.0 0.006 20.0 5927.0 0.007 26.3 5927.5 0.008 27.6 5927.6 17.9 28.9 5927.65 50.6 29.6 5927.7 95.2 32.5 5928.2 275.6 37.1 5928.7 517.9 41.8 5929.2 815.3 46.4 5929.7 1164.3 51.1 5930.2 PRINT HYD ID=4 CODE=1 * * *S ROUTE THRU SUB-BASIN WA.3 * COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=18. MAX ELEV=30. CH SLP=.0071 FP SLOPE=.0071 N =.022 DIST=34. DIST ELEV DIST ELEV DIST ELEV 0. 30.0 12. 18.0 22. 18.0 34. 30.0 ROUTE MCUNGE ID=5 HYD=417.2 INFLOW ID=4 DT=0HR L=3180 NS=0 SLOPE=.0071 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=1 *S *S SUB-BASIN WA.3 * COMPUTE NM HYD ID=1 HYD NO=WA.3 AREA=0.19028 SQ MI PER A=53.7 PER B=15.15 PER C=9.59 PER D=21.56 TP=0.325 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 *S *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=1 PER=-75 ID I=1 HYD=WA.3 ID II=88 HYD=SURGE PRINT HYD ID=1 CODE=1 PRINT HYD ID=88 CODE=1 *S *S SUB-BASIN WA.4 * COMPUTE NM HYD ID=2 HYD NO=WA.4 AREA=0.20419 SQ MI PER A=78.56 PER B=11.06 PER C=1.97 PER D=8.41 TP=0.406 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=2 PER=-75 ID I=2 HYD=WA.4 ID II=88 HYD=SURGE PRINT HYD ID=2 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ADD SUB-BASINS WA.3 & WA.4 PLUS ROUTED FLOW THRU WA.1 * ADD HYD ID=3 HYD=WA.3.4 ID I=1 ID II=2 PRINT HYD ID=3 CODE=1 ADD HYD ID=4 HYD=420.1 ID I=3 ID II=5 PRINT HYD ID=4 CODE=1 * *S ROUTE COMBINED FLOWS THRU SUB-BASIN WA.7 * COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=100 CH SLP=.0069 FP SLOPE=.0069 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 12. 94.0 22. 94.0 34. 100.0 ROUTE MCUNGE ID=5 HYD=420.2 INFLOW ID=4 DT=0HR L=9725 NS=0 SLOPE=.0069 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=1 *S *S SUB-BASIN WA.5 * COMPUTE NM HYD ID=1 HYD NO=WA.5 AREA=0.85401 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.366 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=1 PER=-75 ID I=1 HYD=WA.5 ID II=88 HYD=SURGE PRINT HYD ID=1 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ROUTE SUB-BASIN WA.5 THRU SUB-BASIN WA.7 *S ADD TO PREVIOUSLY ROUTED FLOWS * COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=100. CH SLP=.0126 FP SLOPE=.0126 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 12. 94.0 22. 94.0 34. 100.0 ROUTE MCUNGE ID=2 HYD=416.1 INFLOW ID=1 DT=0HR L=6325 NS=0 SLOPE=.0126 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=1 ADD HYD ID=3 HYD=416.2 ID I=2 ID II=5 *S *S SUB-BASIN WA.6 * COMPUTE NM HYD ID=1 HYD NO=WA.6 AREA=0.15907 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.269 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=1 PER=-75 ID I=1 HYD=WA.6 ID II=88 HYD=SURGE PRINT HYD ID=1 CODE=1 PRINT HYD ID=88 CODE=1 *S *S WA.6 ROUTES THROUGH A PLAYA THAT DRAINS TO WA.8 * ROUTE RESERVOIR ID=2 HYD=WA.6 INFLOW ID=1 CODE=20 OUTFLOW (cfs) STORAGE (AC-FT) ELEV (FT) 0. 0. 5849.4 0.005 0.75 5850.0 0.006 10.8 5852.0 25.3 11.6 5852.1 71.5 12.5 5852.2 PRINT HYD ID=2 CODE=1 *S *S *S SUB-BASIN WA.8 * COMPUTE NM HYD ID=1 HYD NO=WA.8 AREA=0.11164 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.353 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=1 PER=-75 ID I=1 HYD=WA.8 ID II=88 HYD=SURGE PRINT HYD ID=1 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ADD FLOW FROM SUB-BASIN WA.6 To WA.8 AND ROUTE THROUGH *S A PLAYA BEFORE ROUTING THROUGH WA.9 * ADD HYD ID=4 HYD=WA.8.1 ID I=2 ID II=1 PRINT HYD ID=4 CODE=1 ROUTE RESERVOIR ID=2 HYD=WA.8.1 INFLOW ID=4 CODE=20 OUTFLOW (cfs) STORAGE (AC-FT) ELEV (FT) 0. 0. 5847.9 0.005 0.5 5848.0 0.006 6.5 5850.0 25.3 7.3 5850.1 71.5 8.1 5850.2 PRINT HYD ID=2 CODE=1 * **S* ROUTE WA.6/WA.8 THROUGH WA.9 *COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 * ELMIN=94 MAX ELEV=100 * CH SLP=.0196 FP SLOPE=.0196 * N =.022 DIST=34. * DIST ELEV DIST ELEV DIST ELEV * 0. 100.0 12. 94.0 22. 94.0 * 34. 100.0 *S* ROUTE FLOW THROUGH 24" PIPE --LEM 2/13/06 COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.0196 DIA=24 N=0.013 ROUTE MCUNGE ID=1 HYD=414.3 INFLOW ID=2 DT=0HR L=5250 NS=0 SLOPE=.0196 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN WA.9 * COMPUTE NM HYD ID=2 HYD NO=WA.9 AREA=0.20075 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.277 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=2 PER=-75 ID I=2 HYD=WA.9 ID II=88 HYD=SURGE PRINT HYD ID=2 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ADD TO ROUTED FLOWS AND ROUTE THRU SUB-BASIN WA.7 * ADD HYD ID=4 HYD=WA9.1 ID I=1 ID II=2 PRINT HYD ID=4 CODE=1 COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=100. CH SLP=.0090 FP SLOPE=.0090 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 12. 94.0 22. 94.0 34. 100.0 ROUTE MCUNGE ID=1 HYD=WA9.2 INFLOW ID=4 DT=0HR L=1000 NS=0 SLOPE=.0090 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN WA.7 * COMPUTE NM HYD ID=2 HYD NO=WA.7 AREA=1.16328 SQ MI PER A=18.82 PER B=20.89 PER C=20.28 PER D=40.01 TP=0.364 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=2 PER=-75 ID I=2 HYD=WA.7 ID II=88 HYD=SURGE PRINT HYD ID=2 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ADD SUB-BASIN WA.7 TO ROUTED FLOWS *S ROUTE THRU SUB-BASIN WA.16 * ADD HYD ID=4 HYD=WA.7.1 ID I=1 ID II=2 ADD HYD ID=1 HYD=WA.7.2 ID I=4 ID II=3 PRINT HYD ID=1 CODE=1 COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=102 CH SLP=.0078 FP SLOPE=.0078 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 102.0 18. 94.0 28. 94.0 46. 102.0 ROUTE MCUNGE ID=5 HYD=WA.7.3 INFLOW ID=1 DT=0HR L=7125 NS=0 SLOPE=.0078 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=1 *S *S SUB-BASIN WA.10 * COMPUTE NM HYD ID=1 HYD NO=WA.10 AREA=0.34125 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.319 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=1 PER=-75 ID I=1 HYD=WA.10 ID II=88 HYD=SURGE PRINT HYD ID=1 CODE=1 PRINT HYD ID=88 CODE=1 *S *S WA.10 FLOWS INTO PLAYA BEFORE ROUTING TO WA.11 * ROUTE RESERVOIR ID=2 HYD=WA.10 INFLOW ID=1 CODE=20 OUTFLOW (CFS) STORAGE (AC-FT) ELEV (FT) 0. 0. 5819. 0.005 1. 5820. 8.9 3 5820.05 25.3 5 5820.1 95.2 25 5820.6 275.61 45 5821.1 PRINT HYD ID=2 CODE=1 *S *S *S SUB-BASIN WA.11 * COMPUTE NM HYD ID=1 HYD NO=WA.11 AREA=0.33875 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.318 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=1 PER=-75 ID I=1 HYD=WA.11 ID II=88 HYD=SURGE PRINT HYD ID=1 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ADD FLOWS FROM SUB-BASIN WA.10 AND ROUTE THRU SUB-BASIN WA.12 * ADD HYD ID=3 HYD=WA11.1 ID I=1 ID II=2 PRINT HYD ID=3 CODE=1 COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=100 CH SLP=.005 FP SLOPE=.005 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 12. 94.0 22. 94.0 34. 100.0 ROUTE MCUNGE ID=1 HYD=WA11.2 INFLOW ID=3 DT=0HR L=410 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN WA.12 * COMPUTE NM HYD ID=2 HYD NO=WA.12 AREA=0.13927 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.340 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=2 PER=-75 ID I=1 HYD=WA.12 ID II=88 HYD=SURGE PRINT HYD ID=2 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ADD TO ROUTED FLOWS AND ROUTE THRU SUB-BASIN WA.14 * ADD HYD ID=3 HYD=WA12.1 ID I=1 ID II=2 PRINT HYD ID=3 CODE=1 COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=101. CH SLP=.0005 FP SLOPE=.0005 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 101.0 15. 94.0 25. 94.0 40. 101.0 ROUTE MCUNGE ID=1 HYD=WA12.2 INFLOW ID=3 DT=0HR L=1025 NS=0 SLOPE=.0005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN WA.14 * COMPUTE NM HYD ID=2 HYD NO=WA.14 AREA=0.05985 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.596 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=2 PER=-75 ID I=2 HYD=WA.14 ID II=88 HYD=SURGE PRINT HYD ID=2 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ADD TO ROUTED FLOWS AND ROUTE THRU SUB-BASIN WA.13 * ADD HYD ID=3 HYD=WA.14.1 ID I=1 ID II=2 PRINT HYD ID=3 CODE=1 COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=100 CH SLP=.0067 FP SLOPE=.0067 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 12. 94.0 22. 94.0 34. 100.0 ROUTE MCUNGE ID=1 HYD=WA14.2 INFLOW ID=3 DT=0HR L=5250 NS=0 SLOPE=.0067 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN WA.13 * COMPUTE NM HYD ID=2 HYD NO=WA.13 AREA=0.97385 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.346 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=2 PER=-75 ID I=2 HYD=WA.13 ID II=88 HYD=SURGE PRINT HYD ID=2 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ADD TO ROUTED FLOWS AND ROUTE THRU SUB-BASIN WA.16 * ADD HYD ID=3 HYD=WA13.1 ID I=1 ID II=2 PRINT HYD ID=3 CODE=1 COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=102 CH SLP=.0027 FP SLOPE=.0027 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 102.0 18. 94.0 28. 94.0 46. 102.0 ROUTE MCUNGE ID=1 HYD=WA13.2 INFLOW ID=3 DT=0HR L=2050 NS=0 SLOPE=.0027 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN WA.16 * COMPUTE NM HYD ID=2 HYD NO=WA.16 AREA=1.39121 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.282 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=2 PER=-75 ID I=2 HYD=WA.16 ID II=88 HYD=SURGE PRINT HYD ID=2 CODE=1 PRINT HYD ID=88 CODE=1 * *S ADD ALL ROUTED FLOWS * ADD HYD ID=3 HYD=WA.16.1 ID I=1 ID II=2 ADD HYD ID=4 HYD=WA.16.2 ID I=3 ID II=5 PRINT HYD ID=4 CODE=1 * *S ROUTE THROUGH A PLAYA BEFORE WA.18 THEN *S ROUTE FLOW THRU SUB-BASIN WA.18 *S MADE WEIR LARGER TO ACCOMoNDATE LARGER FLOWS -LEM 1/25/06 * ROUTE RESERVOIR ID=1 HYD=WA.16.1 INFLOW ID=4 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5874.6 0.005 3 5876.0 0.006 6 5877.0 0.007 9 5877.6 8.9 10 5877.65 25.3 11 5877.7 71.6 13 5877.8 95.2 13.02 5878.3 275.6 14.87 5878.8 517.9 16.72 5879.3 815.3 18.57 5879.8 1164.3 20.4 5880.3 1563.4 22.3 5880.8 2011.4 24.1 5881.3 2507.9 25.96 5881.8 3052.8 27.8 5882.3 3646.1 29.65 5882.8 4187.9 31.5 5883.3 4978.47 33.3 5883.8 5718.2 35.2 5884.3 PRINT HYD ID=1 CODE=1 COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=103. CH SLP=.0202 FP SLOPE=.0202 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 103.0 21. 94.0 31. 94.0 52. 103.0 ROUTE MCUNGE ID=2 HYD=WA.16.3 INFLOW ID=1 DT=0HR L=6225 NS=0 SLOPE=.0202 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=1 *S *S SUB-BASIN WA.17 * COMPUTE NM HYD ID=1 HYD NO=WA.17 AREA=0.3126 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.271 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=1 PER=-75 ID I=1 HYD=WA.17 ID II=88 HYD=SURGE PRINT HYD ID=1 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ROUTE FLOW FROM SUB-BASIN WA.17 THRU SUB-BASIN WA.18 * COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=100. CH SLP=.0068 FP SLOPE=.0068 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 12. 94.0 22. 94.0 34. 100.0 ROUTE MCUNGE ID=3 HYD=WA.17.1 INFLOW ID=1 DT=0HR L=6300 NS=0 SLOPE=.0068 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=1 *S *S SUB-BASIN WA.18 * COMPUTE NM HYD ID=1 HYD NO=WA.18 AREA=1.37385 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.287 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=1 PER=-75 ID I=1 HYD=WA.18 ID II=88 HYD=SURGE PRINT HYD ID=1 CODE=1 PRINT HYD ID=88 CODE=1 *S * *S ADD TO ALL ROUTED FLOWS * ADD HYD ID=4 HYD=WA.18.1 ID I=1 ID II=3 ADD HYD ID=68 HYD=WA.18.2 ID I=4 ID II=2 PRINT HYD ID=68 CODE=1 *S * *s *S COMPUTE SUB-BASIN EA.5 *S* BASIN INCLUDES TEMPUR SITE AND CORDERO BUSINESS PARK COMPUTE NM HYD ID=2 HYD NO=EA.5 AREA=0.88823 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.303 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 *s *S* DIVIDE REMINING EA.5 TO ACCOUNT FOR FLOW GOING INTO WEST AMOLE DAM DIVIDE HYD ID=2 P=-0.5 ID I=4 HYD=WESTAMOLE ID II=3 HYD=SHAMRK/TEMP *S* FLOW TO ADD TO WEST AMOLE DAM PRINT HYD ID=4 CODE=1 *S *S DIVIDE REMAINING FLOW TO ACCOUNT FOR TEMPER SD DIVIDE HYD ID=3 Q=387.23 ID I=63 HYD=TEMPER SD ID II=62 HYD=SHAMROCK *S* FLOW TO TEMPER SD PRINT HYD ID=63 CODE=1 *S* *S* FLOW TO SHAMROCK CHANNEL PRINT HYD ID=62 CODE=1 * ROUTE SHAMROCK FLOW TO ADD IN WITH WEST AMOLE OUTFALL * ROUTE THROUGH 60" PIPE *COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.02 DIA=60 N=0.013 *ROUTE MCUNGE ID=62 HYD=SHAMROCK INFLOW ID=72 DT=0HR L=1000 NS=0 SLOPE=.02 MATCODE=0 REGCODE=0 CCODE=0 *PRINT HYD ID=62 CODE=1 *S *S *S* ADD WEST AMOLE WATERSHED FLOW TO PORTION OF EA.5 *S* TOTAL FLOW INTO WEST AMOLE DAM ADD HYD ID=24 HYD=WAMOLEIN ID I=4 ID II=68 PRINT HYD ID=24 CODE=1 *S* *S *S SUB-BASIN EA.3 * COMPUTE NM HYD ID=4 HYD NO=EA.3 AREA=0.05863 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.367 HR MASS RAIN=-1 PRINT HYD ID=4 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=4 PER=-75 ID I=4 HYD=EA.3 ID II=88 HYD=SURGE PRINT HYD ID=4 CODE=1 PRINT HYD ID=88 CODE=1 *S * *S ROUTE OVERFLOW THRU SUB-BASIN EA.2 *S ROUTE WITH A 66 IN PIPE * COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.005 DIA=66 N=0.013 ROUTE MCUNGE ID=1 HYD=EA.3.3 INFLOW ID=4 DT=0HR L=1320 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN EA.1 * COMPUTE NM HYD ID=2 HYD NO=EA.1 AREA=0.05853 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.207 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=2 PER=-75 ID I=2 HYD=EA.1 ID II=88 HYD=SURGE PRINT HYD ID=2 CODE=1 PRINT HYD ID=88 CODE=1 *S * *S ROUTE THROUGH PLAYA, AND THEN THROUGH EA.2 * weir enlarged to account for increased flows -LEM 1/25/06 * ROUTE RESERVOIR ID=3 HYD=407.01 INFLOW ID=2 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5803.2 0.005 1.1505 5804.0 8.9 1.25 5804.1 25.3 1.4 5804.2 95.2 2.19175 5804.7 275.61 2.893 5805.2 PRINT HYD ID=3 CODE=1 COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=100 CH SLP=.0070 FP SLOPE=.0070 N =.022 DIST=34.0 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 12. 94.0 22. 94.0 34. 100.0 ROUTE MCUNGE ID=2 HYD=EA.1.1 INFLOW ID=3 DT=0HR L=5610 NS=0 SLOPE=.0070 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=1 *S *S SUB-BASIN EA.2 * COMPUTE NM HYD ID=3 HYD NO=EA.2 AREA=0.22414 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.400 HR MASS RAIN=-1 PRINT HYD ID=3 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=3 PER=-75 ID I=3 HYD=EA.2 ID II=88 HYD=SURGE PRINT HYD ID=3 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ADD TO PREVIOUSLY ROUTED FLOWS * ADD HYD ID=4 HYD=EA.2.1 ID I=1 ID II=2 ADD HYD ID=7 HYD=EA.2.2 ID I=3 ID II=4 PRINT HYD ID=7 CODE=1 * *S commented out diversion under I-40 1/23/06 LEM **S ROUTE FLOW FROM SUB-BASIN EA.2 INTO 2-24" XING **S UNDER WESTBOUND I-40 (ASSUME 50% FLOW INTO EACH PIPE). ** *DIVIDE HYD ID=7 Q=46 ID I=2 HYD=EA.2.1 ID II=3 HYD=EA.2.2 *PRINT HYD ID=2 CODE=1 **S FLOW WHICH CANNOT CROSS I-40 FLOWS TO SUB-BASIN EA.6 **S (route thru sub-basin EA.6) *S *S SUB-BASIN EA.4 * COMPUTE NM HYD ID=2 HYD NO=EA.4 AREA=0.27562 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.348 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=2 PER=-75 ID I=2 HYD=EA.4 ID II=88 HYD=SURGE PRINT HYD ID=2 CODE=1 PRINT HYD ID=88 CODE=1 *S *S* ADD ROUTED EA.2 AND BASIN EA.4 ADD HYD ID=7 HYD=EA.4.1 ID I=2 ID II=7 PRINT HYD ID=7 CODE=1 * *S* ROUTE FLOW THROUGH PASEO DEL VOLCAN POND *S* ADDED TO DECREASE SIZE OF DOUBLE EAGLE II POND - AQC 7/11/06 *S* 36" PIPE OUTFLOW WITH 24" ORIFICE OPENING ROUTE RESERVOIR ID=2 HYD=PASDVOLCAN INFLOW ID=7 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5773.0 1.98 1.45 5773.5 8.42 2.94 5774.0 10.70 4.47 5774.5 15.13 6.04 5775.0 18.53 7.64 5775.5 21.39 9.29 5776.0 23.92 10.97 5776.5 26.20 12.69 5777.0 28.30 14.46 5777.5 30.25 16.26 5778.0 32.09 18.11 5778.5 33.82 19.99 5779.0 35.48 21.92 5779.5 37.05 23.89 5780.0 PRINT HYD ID=2 CODE=10 *S ROUTE THRU SUB-BASIN EA.6 TO WEST AMOLE DAM COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.0089 DIA=36 N=0.013 ROUTE MCUNGE ID=3 HYD=EA.6.1 INFLOW ID=2 DT=0HR L=10500 NS=0 SLOPE=.0089 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=1 *S *S WEST AMOLE DAM *S 36 INCH PIPE PRIMARY SPILLWAY ROUTE RESERVOIR ID=4 HYD=WESTAMOLE INFLOW ID=24 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0.00 5752 53.81 20.38 5756 86.77 97.29 5760 110.29 255.42 5764 120.33 369.23 5766 138.25 679.23 5770 PRINT HYD ID=4 CODE=0 *S ADD FLOW TO SHAMROCK FLOW ADD HYD ID=60 HYD=WASHAMROCK ID I=4 ID II=62 PRINT HYD ID=60 CODE=1 *S ROUTE THRU PROPOSED SHAMROCK CHANNEL DETENTION POND *S 48 INCH PIPE PRIMARY SPILLWAY w/ ORIFICE PLATE ROUTE RESERVOIR ID=4 HYD=shampond INFLOW ID=60 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5717.0 2.64 0.06 5717.5 10.84 0.41 5718.0 25.15 0.97 5718.5 20.05 1.76 5719.0 41.74 2.8 5719.5 55.52 4.1 5720.0 66.50 5.6 5720.5 75.91 7.21 5721.0 84.28 8.94 5721.5 91.88 10.77 5722.0 98.91 12.72 5722.5 105.47 14.78 5723.0 111.64 16.94 5723.5 117.49 19.23 5724.0 PRINT HYD ID=4 CODE=0 *S ROUTE THRU ALONG EA.16B TO PDV POND ADD-IN COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.0065 DIA=48 N=0.013 ROUTE MCUNGE ID=60 HYD=EA.6.1 INFLOW ID=4 DT=0HR L=740 NS=0 SLOPE=.0065 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=60 CODE=1 *S* ADD ROUTED PDV FLOW TO WEST AMOLE FLOW ADD HYD ID=4 HYD=WAMOLEIN ID I=60 ID II=3 PRINT HYD ID=4 CODE=1 * ROUTE THRU SUB-BASIN EA.6 TO DOUBLE EAGLE II *COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.037 DIA=60 N=0.013 *ROUTE MCUNGE ID=3 HYD=EA.6.1 INFLOW ID=4 DT=0HR L=2250 NS=0 SLOPE=.037 MATCODE=0 REGCODE=0 CCODE=0 *PRINT HYD ID=3 CODE=1 *S *S SUB-BASIN EA.6 *S SUB-BASIN EA.6 IS ALLOWED TO CONTINUE UNDER I40 EXCEPT SECTION EA.6B *S SUB-BASIN EA.6B * COMPUTE NM HYD ID=2 HYD NO=EA.6B AREA=0.1034 SQ MI PER A=0 PER B=10 PER C=10 PER D=80 TP=0.210 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S ADD COMBINED FLOW TO EA.6B ADD HYD ID=72 HYD=WASHAMROCK ID I=2 ID II=4 PRINT HYD ID=72 CODE=1 *S ROUTE TO CHANNEL *S* ROUTE WITH A 60" PIPE COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.007 DIA=60 N=0.013 ROUTE MCUNGE ID=61 HYD=RTWASHAM INFLOW ID=72 DT=0HR L=1540 NS=0 SLOPE=.007 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=61 CODE=1 ************************************************************************************** ************************************************************************************** * *S SUB-BASIN EA.18 * COMPUTE NM HYD ID=5 HYD NO=EA.18 AREA=0.03494 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.575 HR MASS RAIN=-1 PRINT HYD ID=5 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=5 PER=-75 ID I=5 HYD=EA.18 ID II=88 HYD=SURGE PRINT HYD ID=5 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ASSUME EXISTING PLAYA REMOVED DUE TO DEVELOPMENT. * *S ROUTE THRU SUB-BASIN EA.7 *S* ROUTE THRU CONCRETE CHANNEL * COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=100 CH SLP=.0039 FP SLOPE=.0039 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 12. 94.0 22. 94.0 34. 100.0 ROUTE MCUNGE ID=4 HYD=EA.7.1 INFLOW ID=5 DT=0HR L=4140 NS=0 SLOPE=.0039 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=4 CODE=1 *S *S SUB-BASIN EA.7 * COMPUTE NM HYD ID=5 HYD NO=EA.7 AREA=0.07607 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.826 HR MASS RAIN=-1 PRINT HYD ID=5 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=5 PER=-75 ID I=5 HYD=EA.7 ID II=88 HYD=SURGE PRINT HYD ID=5 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ADD EA.7 TO ROUTED FLOWS * ADD HYD ID=6 HYD=EA.7.1 ID I=4 ID II=5 PRINT HYD ID=6 CODE=1 * * ROUTE UNDER DOUBLE EAGLE II (OLD HAUL RD.) VIA 18" CMP *S routed with 54" cmp to account for increased developed flows - 1/23/06 -LEM COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.005 DIA=54 N=0.024 ROUTE MCUNGE ID=4 HYD=EA.7.2 INFLOW ID=6 DT=0HR L=74 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 *COMPUTE TRAVEL TIME ID=4 REACHNO=1 NO VS=1 L=74 SLP=.005 *ROUTE ID=4 HYD=EA.7.2 INFLOW ID=6 DT=0HR L=74 PRINT HYD ID=4 CODE=1 * *S ROUTE THRU SUB-BASIN EA.11 *S ROUTE THRU A CONCRETE CHANNEL COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=100 CH SLP=.0105 FP SLOPE=.0105 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 12. 94.0 22. 94.0 34. 100.0 ROUTE MCUNGE ID=15 HYD=EA.7.3 INFLOW ID=4 DT=0HR L=5700 NS=0 SLOPE=.0105 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=15 CODE=1 * ************************************************************************** ************************************************************************** * **SEDIMENT BULK CODE=1 BULK FACTOR=1.025 **S * * *S SUB-BASIN EA.8 * COMPUTE NM HYD ID=7 HYD NO=EA.8 AREA=0.42610 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.421 HR MASS RAIN=-1 PRINT HYD ID=7 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=7 PER=-75 ID I=7 HYD=EA.8 ID II=88 HYD=SURGE PRINT HYD ID=7 CODE=1 PRINT HYD ID=88 CODE=1 *S * ROUTE UNDER DOUBLE EAGLE II (OLD HAUL RD.) VIA 24" CMP *S routed with 66" cmp to account for increased developed flows - 1/23/06 -LEM * COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.0531 DIA=66 N=0.024 ROUTE MCUNGE ID=5 HYD NO=EA.8.1 INFLOW ID=7 DT=0HR L=74 NS=0 SLOPE=0.0531 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=1 * *S ROUTE THROUGH EA.11 * COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=100 CH SLP=.0169 FP SLOPE=.0169 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 12. 94.0 22. 94.0 34. 100.0 ROUTE MCUNGE ID=16 HYD=EA.8.2 INFLOW ID=5 DT=0HR L=3550 NS=0 SLOPE=.0169 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=16 CODE=1 * * *S SUB-BASIN EA.9 * COMPUTE NM HYD ID=6 HYD NO=EA.9 AREA=0.25599 SQ MI PER A=14.5 PER B=21.6 PER C=21.6 PER D=42.3 TP=0.402 HR MASS RAIN=-1 PRINT HYD ID=6 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=6 PER=-75 ID I=6 HYD=EA.9 ID II=88 HYD=SURGE PRINT HYD ID=6 CODE=1 PRINT HYD ID=88 CODE=1 *S *S * ROUTE UNDER DOUBLE EAGLE II (OLD HAUL RD) VIA 24" CMP *S routed with 54" cmp to account for increased developed flows - 1/23/06 -LEM * COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.0531 DIA=54 N=0.024 ROUTE MCUNGE ID=7 HYD=EA.9.1 INFLOW ID=6 DT=0HR L=74 NS=0 SLOPE=0.0531 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=7 CODE=1 * *S CROSSES PASEO DEL VOLCAN ROUTE THROUGH EA.11 * COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=100 CH SLP=.0169 FP SLOPE=.0169 N =.022 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 12. 94.0 22. 94.0 34. 100.0 ROUTE MCUNGE ID=18 HYD=EA.9.2 INFLOW ID=7 DT=0HR L=1700 NS=0 SLOPE=.0169 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=18 CODE=1 * *S SUB-BASIN EA.11 *S LAND TREATMENTS REVISED DUE TO CHANGES IN PLANNED LAND DEVELOPMENT USE- 8/28/06 LEM COMPUTE NM HYD ID=9 HYD NO=EA.11 AREA=0.605 SQ MI PER A=0 PER B=23.40 PER C=23.40 PER D=53.20 TP=0.428 HR MASS RAIN=-1 PRINT HYD ID=9 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=9 PER=-75 ID I=9 HYD=EA.11 ID II=88 HYD=SURGE PRINT HYD ID=9 CODE=1 PRINT HYD ID=88 CODE=1 *S * *S ADD EA.11 AND BASINS ROUTED THROUGH (EA.7, EA.8, & EA.9) * ADD HYD ID=6 HYD=EA.11.1 ID I=9 ID II=15 ADD HYD ID=9 HYD=EA.11.2 ID I=6 ID II=16 ADD HYD ID=10 HYD=EA.11.3 ID I=9 ID II=18 PRINT HYD ID=10 CODE=1 *S* ROUTE THROUGH RESERVOIR AT SOUTHERN PART OF EA.11 *S* OUTFLOW WITH A 60" PIPE - LEM 1/25/06 * STORAGE INCREASED TO ALLOW FOR INCREASED FLOWS - LEM 1/25/06 ROUTE RESERVOIR ID=13 HYD=EA.11.4 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0.00 5260 2.39 5.65 5260.5 9.9 11.35 5261 23.2 17.09 5261.5 43.45 22.89 5262 73.11 28.73 5262.5 41.68 34.62 5263 48.13 40.56 5263.5 53.81 46.56 5264 58.95 52.60 5264.5 63.67 58.69 5265 68.07 64.83 5265.5 72.2 71.02 5266 76.1 77.27 5266.5 79.82 83.56 5267 83.37 89.91 5267.5 86.77 96.30 5268 90.05 102.75 5268.5 93.21 109.25 5269 96.27 115.80 5269.5 99.23 122.41 5270 * PRINT HYD ID=13 CODE=1 * *S ROUTE FLOW ALONG SD ON EAST SIDE OF EA.12 *S* ROUTE FLOW THROUGH CONCRETE CHANNEL - LEM 8/22/06 * COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=6 CH SLP=0.005 FP SLP=0.005 N=0.017 DIST=36 DIST ELEV 0 6 12 0 24 0 36 6 ROUTE MCUNGE ID=11 HYD=1EA11RT INFLOW ID=13 DT=0HR L=2801.25 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=11 CODE=1 *S**** COMPUTE BASIN EA.13 **** COMPUTE NM HYD ID=14 HYD NO=EA.13 DA=0.2747 PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=0.262 RAIN=-1 PRINT HYD ID=14 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=14 PER=-75 ID I=14 HYD=EA.13 ID II=88 HYD=SURGE PRINT HYD ID=14 CODE=1 PRINT HYD ID=88 CODE=1 *S *S* ADD ROUTED FLOW TO EA.13 ADD HYD ID=16 HYD=EA.13TOT ID I=14 ID II=11 PRINT HYD ID=16 CODE=1 *S FLOW ROUTED TO DAM 0 *S* ROUTE FLOW THROUGH 72 IN PIPE TO EDGE OF ESCARPMENT * COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.0068 DIA=72 N=0.013 ROUTE MCUNGE ID=13 HYD=2EA11RT INFLOW ID=16 DT=0HR L=3348.49 NS=0 SLOPE=.0068 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=13 CODE=1 *S* ROUTE FLOW THROUGH ESCARPMENT TO POND 0 *S* ROUTE THROUGH 54 IN PIPE * COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.028 DIA=54 N=0.013 ROUTE MCUNGE ID=11 HYD=2EA11RT INFLOW ID=13 DT=0HR L=3245.41 NS=0 SLOPE=.028 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=11 CODE=1 *S SUB-BASIN EA.10 * COMPUTE NM HYD ID=8 HYD NO=EA.10 AREA=0.30859 SQ MI PER A=14.3 PER B=21.6 PER C=21.6 PER D=42.5 TP=0.420 HR MASS RAIN=-1 PRINT HYD ID=8 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=8 PER=-75 ID I=8 HYD=EA.10 ID II=88 HYD=SURGE PRINT HYD ID=8 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ROUTE UNDER DOUBLE EAGLE II (OLD HAUL RD) VIA 24" CMP *S routed with 60" cmp to account for increased developed flows - 1/23/06 -LEM * COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.0531 DIA=60 N=0.024 ROUTE MCUNGE ID=9 HYD=EA.9.1 INFLOW ID=8 DT=0HR L=74 NS=0 SLOPE=.0531 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=9 CODE=1 * *S ROUTE ALONG EA.12 THROUGH CONCRETE CHANNEL COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=4 CH SLP=0.005 FP SLP=0.005 N=0.017 DIST=50 DIST ELEV 0 4 8 0 42 0 50 4 ROUTE MCUNGE ID=10 HYD=RTEA10 INFLOW ID=9 DT=0HR L=2836 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=10 CODE=1 ****************************************************************************************************************************************************************** *S* CHANGED BASINS TO FIT REVISED MASTERPLAN DEVELOPMENT *S* BASINS/LAND PARCELS EAST OF PASEO DEL VOLCAN ****************************************************************************************************************************************************************** *S**** COMPUTE BASIN EA.12 **** *S* BASIN EA.12 WAS DIVIDED ACCORDING TO NEW DEVELOPEMENT LAYOUT *S *S**** COMPUTE BASIN EA.12A COMPUTE NM HYD ID=1 HYD NO=EA.12A DA=0.1120 PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=0.533 RAIN=-1 PRINT HYD ID=1 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=1 PER=-75 ID I=1 HYD=EA.12A ID II=88 HYD=SURGE PRINT HYD ID=1 CODE=1 PRINT HYD ID=88 CODE=1 *S**** COMPUTE BASIN EA.12B COMPUTE NM HYD ID=13 HYD NO=EA.12B DA=0.0926 PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=0.618 RAIN=-1 PRINT HYD ID=13 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=13 PER=-75 ID I=13 HYD=EA.12B ID II=88 HYD=SURGE PRINT HYD ID=13 CODE=1 PRINT HYD ID=88 CODE=1 * *S**** COMBINE EA.12A AND EA.12B **** ADD HYD ID=9 HYD=EA.12TOT ID=1 ID=13 PRINT HYD ID=9 CODE=1 *S**** COMBINE ROUTED EA.10 AND EA.12 **** ADD HYD ID=8 HYD=EA.11&12 ID=9 ID=10 PRINT HYD ID=8 CODE=1 *S* ROUTE BASIN EA.12 THROUGH BASIN EA.15 *S* ROUTE THROUGH CHANNEL COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=0 MAX ELEV=4 CH SLP=.005 FP SLOPE=.005 N =.015 DIST=34 DIST ELEV 0 4 16 0 26 0 34 4 ROUTE MCUNGE ID=17 HYD=RTEA.12 INFLOW ID=8 DT=0HR L=2306.24 NS=0 SLOPE=0.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=17 CODE=0 *S *S *S**** COMPUTE BASIN EA.15 **** *S* BASIN EA.15 WAS DIVIDED ACCORDING TO NEW DEVELOPEMENT LAYOUT *S *S**** COMPUTE BASIN EA.15A COMPUTE NM HYD ID=16 HYD NO=EA.15A DA=0.0826 PER A=0 PER B=20 PER C=20 PER D=60 TP=0.363 RAIN=-1 PRINT HYD ID=16 CODE=1 *S *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=16 PER=-75 ID I=16 HYD=EA.15A ID II=88 HYD=SURGE PRINT HYD ID=16 CODE=1 PRINT HYD ID=88 CODE=1 *S *S**** COMPUTE BASIN EA.15B COMPUTE NM HYD ID=13 HYD NO=EA.15B DA=0.1737 PER A=0 PER B=5 PER C=5 PER D=90 TP=0.327 RAIN=-1 PRINT HYD ID=13 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=13 PER=-75 ID I=13 HYD=EA.15B ID II=88 HYD=SURGE PRINT HYD ID=13 CODE=1 PRINT HYD ID=88 CODE=1 * *S**** COMBINE ROUTED EA.12 WITH EA.15A **** ADD HYD ID=20 HYD=TOTEA.15A ID=16 ID=17 PRINT HYD ID=20 CODE=1 *S* *S**** ADD TOTAL FLOW TO EA.15B **** ADD HYD ID=22 HYD=TOTEA.15 ID=20 ID=13 PRINT HYD ID=22 CODE=1 *S* *S *S *S**** ADD IN TEMPER FLOW **** ADD HYD ID=21 HYD=TEMPIN ID=22 ID=63 PRINT HYD ID=21 CODE=1 *S**** COMPUTE BASIN EA.14 **** *S LAND TREATMENTS CHANGED TO REFLECT CURRENT DEVELOPMENT SCENARIO- LEM 8/9/06 COMPUTE NM HYD ID=15 HYD NO=EA.14 DA=0.2104 PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=0.308 RAIN=-1 PRINT HYD ID=15 CODE=1 * *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=15 PER=-75 ID I=15 HYD=EA.14 ID II=88 HYD=SURGE PRINT HYD ID=15 CODE=1 PRINT HYD ID=88 CODE=1 *S *S ROUTE EA.14 THROUGH PIPE ALONG ROAD TO EA.17A ADD IN *S USE 72" PIPE COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.00775 DIA=72 N=0.024 ROUTE MCUNGE ID=16 HYD=RTEA.14 INFLOW ID=15 DT=0HR L=1290 NS=0 SLOPE=.00775 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=16 CODE=1 *S**** COMPUTE BASIN EA.17 **** *S BASIN EA.17 WAS DIVIDED INTO TWO BASINS ACCORDING TO DEVELOPEMENT PLANNING *S BASINS ALLOWED FREE DISCHARGE TO EXISTING EAST AMOLE BOXES *S* *S**** COMPUTE BASIN EA.17B COMPUTE NM HYD ID=65 HYD NO=EA.17B DA=0.0216 PER A=13.48 PER B=14.04 PER C=14.04 PER D=58.44 TP=0.232 RAIN=-1 PRINT HYD ID=65 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=65 PER=-75 ID I=65 HYD=EA.17B ID II=88 HYD=SURGE PRINT HYD ID=65 CODE=1 PRINT HYD ID=88 CODE=1 *S *S *S**** EA.17B TO EA.14 **** *ADD HYD ID=14 HYD=ADDEA.17B ID=13 ID=16 *PRINT HYD ID=14 CODE=1 *S ROUTE EA.14 THROUGH PIPE ALONG ROAD TO EA.17B ADD IN *S USE 72" PIPE COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=0.0562 DIA=72 N=0.024 ROUTE MCUNGE ID=15 HYD=RTEA.17B INFLOW ID=16 DT=0HR L=1245 NS=0 SLOPE=.0562 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=15 CODE=1 *S* ROUTE TEMPER ETC FLOW THROUGH CHANNEL TO EA.17 ADD IN *S* 2:1 SIDE SLOPES - 10' BOTTOM WIDTH CONCRETE CHANNEL COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=0 MAX ELEV=10 CH SLP=.0094 FP SLOPE=.0094 N =.015 DIST=34 DIST ELEV 0 10 20 0 30 0 50 10 ROUTE MCUNGE ID=22 HYD=TOEA.17BIN INFLOW ID=21 DT=0HR L=1275 NS=0 SLOPE=0.0094 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=22 CODE=0 *S**** COMPUTE BASIN EA.17A COMPUTE NM HYD ID=66 HYD NO=EA.17A DA=0.0734 PER A=10.97 PER B=13.29 PER C=13.29 PER D=62.45 TP=0.374 RAIN=-1 PRINT HYD ID=66 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=66 PER=-75 ID I=66 HYD=EA.17A ID II=88 HYD=SURGE PRINT HYD ID=13 CODE=1 PRINT HYD ID=66 CODE=1 *S *S**** EA.17A TO CHANNEL **** *ADD HYD ID=14 HYD=ADDEA.17A ID=13 ID=22 *PRINT HYD ID=14 CODE=1 *S BASIN EA.16 WAS DIVIDED INTO TWO BASINS ACCORDING TO DEVELOPEMENT PLANNING *S* *S**** COMPUTE BASIN EA.16A *S* COMPUTE NM HYD ID=13 HYD NO=EA.16A DA=0.0533 PER A=25.62 PER B=15.25 PER C=15.25 PER D=43.88 TP=0.252 RAIN=-1 PRINT HYD ID=13 CODE=1 * *S* COMBINE EA.16 INTO CHANNEL FLOW ADD HYD ID=16 HYD=EA.16ADD ID=13 ID=22 PRINT HYD ID=16 CODE=1 * *S* COMBINE PIPE FLOW INTO CHANNEL FLOW ADD HYD ID=21 HYD=EA.14ADD ID=16 ID=15 PRINT HYD ID=21 CODE=1 * *S* ROUTE FLOW THROUGH CHANNEL TO EA.16B ADD IN *S* 2:1 SIDE SLOPES - 10' BOTTOM WIDTH CONCRETE CHANNEL COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=0 MAX ELEV=10 CH SLP=.005 FP SLOPE=.005 N =.015 DIST=34 DIST ELEV 0 10 20 0 30 0 50 10 ROUTE MCUNGE ID=22 HYD=TOEA.16BIN INFLOW ID=21 DT=0HR L=1040 NS=0 SLOPE=0.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=22 CODE=0 *S**** COMPUTE BASIN EA.16B **** *S* COMPUTE NM HYD ID=15 HYD NO=EA.16B DA=0.0562 PER A=38.17 PER B=20.27 PER C=20.27 PER D=21.29 TP=0.299 RAIN=-1 PRINT HYD ID=15 CODE=1 *S* *S* COMBINE EA.16B INTO CHANNEL FLOW ADD HYD ID=21 HYD=EA.16ADD ID=15 ID=22 PRINT HYD ID=21 CODE=1 *S *S ADD WEST AMOLE AND SHAMROCK FLOW TO CHANNEL FLOW ADD HYD ID=22 HYD=ADDWAIN ID=21 ID=61 PRINT HYD ID=22 CODE=1 * *S**** COMPUTE BASIN EA.16c **** *S* COMPUTE NM HYD ID=15 HYD NO=EA.16c DA=0.0214 PER A=0 PER B=5 PER C=5 PER D=90 TP=0.347 RAIN=-1 PRINT HYD ID=15 CODE=1 *s *S* COMBINE EA.16C INTO CHANNEL FLOW ADD HYD ID=21 HYD=EA.16CADD ID=15 ID=22 PRINT HYD ID=21 CODE=1 *S *S* ROUTE FLOW THROUGH CHANNEL TO EA.17C ADD IN *S ROUTE TO EXISTING EAST AMOLE BOXES *S* 2:1 SIDE SLOPES - 10' BOTTOM WIDTH CONCRETE CHANNEL COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=0 MAX ELEV=10 CH SLP=.0212 FP SLOPE=.0212 N =.015 DIST=34 DIST ELEV 0 10 20 0 30 0 50 10 ROUTE MCUNGE ID=22 HYD=TOEA.17CIN INFLOW ID=21 DT=0HR L=1700 NS=0 SLOPE=0.0212 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=22 CODE=0 *S *S**** COMPUTE BASIN EA.17C *S* COMPUTE NM HYD ID=67 HYD NO=EA.17C DA=0.0830 PER A=0 PER B=10 PER C=10 PER D=80 TP=0.206 RAIN=-1 PRINT HYD ID=67 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=67 PER=-75 ID I=67 HYD=EA.17C ID II=88 HYD=SURGE PRINT HYD ID=67 CODE=1 PRINT HYD ID=88 CODE=1 *S**** ADD EA.17A TO EA.17B AND EA.17C *S *S FLOW LEAVES PROJECT AREA THROUGH EXISTING BOX CULVERTS ADD HYD ID=68 HYD=EA.17AB ID=66 ID=65 PRINT HYD ID=68 CODE=1 ADD HYD ID=69 HYD=EA.17ABC ID=68 ID=67 ***** ADD EAST AMOLE FLOW AND 90"SD FLOW * *ADD HYD ID=27 HYD=EA.17AB ID=22 ID=69 *PRINT HYD ID=27 CODE=1 * DIVIDE FLOW TO ACCOUNT FOR FLOW ALLOWED TO CONTINUE UNDER THE FREEWAY * FLOW LEAVES PROJECT AREA THROUGH EXISTING BOX CULVERTS *DIVIDE HYD ID=27 PER=-1.235 ID I=69 HYD=EABOXES ID II=22 HYD=REMAINDER *PRINT HYD ID=69 CODE=1 *S**** ROUTE FLOW TO EAST AMOLE SURGE POND *S ROUTE TO NEW AMOLE DAM SITE THRU 90" SD *COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=97 MAX ELEV=100 CH SLP=.0464 FP SLOPE=.0464 N =.03 DIST=22 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 6. 97 16. 97.0 22. 100.0 *ROUTE MCUNGE ID=30 HYD=RTEAFLOW INFLOW ID=22 DT=0HR L=3586.00 NS=0 SLOPE=0.0464 MATCODE=0 REGCODE=0 CCODE=0 *PRINT HYD ID=30 CODE=0 **** ROUTE FLOW VIA 90" PIPE ** ROUTE FLOW DOWN ESCARPMENT IN 90" PIPE * COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=.034 DIA=90 N=0.015 ROUTE MCUNGE ID=30 HYD=90"PIPE INFLOW ID=22 DT=0HR L=3230 NS=0 SLOPE=.034 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=30 CODE=1 *S *S*********************************************************************************** *S CALCULATE RUNOFF FOR BASINS JUST SOUTH OF LADERA DAMS 1 THROUGH 12, *S NORTH OF I-40: (SOUTHERN TERRACE WATERSHED) *S *S************************************************************************************* * * RAINFALL FOR BASINS BELOW LADERA DAMS, SAME RAIN AS WEST BLUFF * 2YR *RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=0.736 * RAIN SIX=0.955 RAIN DAY=1.150 DT=.05 * 10YR *RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.250 * RAIN SIX=1.467 RAIN DAY=1.768 DT=.05 * 100YR RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.77 RAIN SIX=2.26 RAIN DAY=2.63 DT=.05 ************************************************************************************ * * * SEDIMENT BULK CODE=1 BULK FACTOR=1.042 *S SEDIMENT BULK CODE=1 BULK FACTOR=1.08 *S**** COMPUTE BASIN OS.6 - REVISED TO INCLUDED WEST PORTION OF ST.2 **** *S* COMPUTE NM HYD ID=2 HYD NO=OS.6 DA=0.3205 PER A=45 PER B=30 PER C=25 PER D=0 TP=0.133 RAIN=-1 PRINT HYD ID=2 CODE=1 *S DIVIDE OS.6 TO ACCOUNT FOR FLOW ALLOWED TO CONTINUE UNDER THE FREEWAY -- LEM 6/8/06 *S FLOW LEAVES PROJECT AREA THROUGH EXISTING 36" AND 48" PIPE DIVIDE HYD ID=2 PER=-6.7 ID I=27 HYD=36"PIPE ID II=95 HYD=REMAINDER DIVIDE HYD ID=95 PER=-8.8 ID I=1 HYD=42"PIPE ID II=2 HYD=EASP *S FLOW LEAVING PROJECT AREA THROUGH EXISTING 36" PIPE PRINT HYD ID=27 CODE=1 *S FLOW LEAVING PROJECT AREA THROUGH EXISTING 42" PIPE PRINT HYD ID=1 CODE=1 *S REMAINING FLOW INTO EASP PRINT HYD ID=2 CODE=1 *S* ROUTE SECTION OF OS.6 THROUGH 36" PIPE *S* FLOW LEAVING PROJECT AREA * COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=.082 DIA=36 N=0.015 ROUTE MCUNGE ID=88 HYD=36"CULV INFLOW ID=27 DT=0HR L=490 NS=0 SLOPE=.082 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=88 CODE=1 *S* ROUTE SECTION OF OS.6 THROUGH 42" PIPE *S* FLOW LEAVING PROJECT AREA * COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=.059 DIA=42 N=0.015 ROUTE MCUNGE ID=88 HYD=42"CULV INFLOW ID=1 DT=0HR L=280 NS=0 SLOPE=.059 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=88 CODE=1 SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S**** FLOW REACHING IN1 **** *S* COMPUTE NM HYD ID=27 HYD NO=IN1 DA=0.00141 PER A=0 PER B=0 PER C=51.02 PER D=48.98 TP=0.133 RAIN=-1 PRINT HYD ID=27 CODE=1 *S* ADD FLOW FROM IN1 TO I-40 SD ADD HYD ID=1 HYD=EATO ID=30 ID=27 PRINT HYD ID=1 CODE=1 *S *S *S DIVIDE FLOW FROM 90" SD INTO 36" SD CAPACITY DIVIDE HYD ID=1 Q=83 ID=30 HYD=maxflow36"SD ID=27 HYD=36"SDoverflow PRINT HYD ID=30 CODE=0 PRINT HYD ID=27 CODE=0 *S* ADD I40 FLOW TO OS.6 *S* TOTAL FLOW INTO EAST AMOLE DAM ADD HYD ID=1 HYD=EAIN ID=27 ID=2 PRINT HYD ID=1 CODE=0 *S* *S* ROUTE I40 CHANNEL FLOW THROUGH EAST AMOLE DAM ** *S* CHANGED DISCHARGE TO A 36" PIPE - AQC 6/13/06 *S SUBTRACTED CAPACITY OF THE PIPE (83 CFS) FROM OUTFLOW TO ACCOUNT FOR SURGE POND CONDITIONS *S* POND STAGE STORAGE CHANGED TO ACCOMODATE 180 AC-FT * ROUTE RESERVOIR ID=95 HYD=EASTAMOLE INFLOW ID=1 CODE=1 OUTFLOW (CFS) STORAGE (AC-FT) ELEV (FT) 0 0 5495 0.1 0.2464 5496 0.2 1.1718 5497 0.3 2.7731 5498 0.4 7.6897 5499 0.5 12.7974 5500 0.6 18.1583 5501 0.7 23.7624 5502 0.8 29.6008 5503 0.9 35.6677 5504 1 41.9563 5505 3.9 48.4606 5506 6.3 55.1782 5507 7.5 62.1091 5508 8.8 69.2535 5509 10 76.6138 5510 11.2 84.1942 5511 12.4 91.9975 5512 13.6 100.0275 5513 14.7 108.2823 5514 15.9 116.7617 5515 17 125.4688 5516 18.1 134.4038 5517 19.2 143.5669 5518 20.3 152.9578 5519 21.4 162.5771 5520 22.5 172.4265 5521 23.6 182.5086 5522 24.68 192.8284 5523 25.64 203.4341 5524 26.68 214.10301 5525 99.47 224.29 5526 312.461 224.30 5527 682.239 224.31 5528 1167.181 224.32 5529 PRINT HYD ID=95 CODE=0 *S *S ADD EASP OUTFLOW BACK TO SD FLOW * ADD HYD ID=1 HYD=36INTOT ID I=30 ID II=95 PRINT HYD ID=1 CODE=0 * *S *S**** FLOW REACHING IN2 **** *S* COMPUTE NM HYD ID=30 HYD NO=IN2 DA=0.00259 PER A=0 PER B=0 PER C=51.02 PER D=48.98 TP=0.133 RAIN=-1 PRINT HYD ID=30 CODE=1 *S* ADD FLOW FROM IN2 TO I-40 SD ADD HYD ID=95 HYD=EATO ID=30 ID=1 PRINT HYD ID=95 CODE=1 *S *S *S* ROUTE DAM FLOW IN WEST I40 DIVERSION TO 2a INTERSECTION *S* USE 36 INCH PIPE * COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=.016 DIA=36 N=0.015 ROUTE MCUNGE ID=31 HYD=TOEAMOLE INFLOW ID=95 DT=0HR L=1760 NS=0 SLOPE=.016 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=31 CODE=1 *S**** COMPUTE BASIN ST.1 **** *S* COMPUTE NM HYD ID=1 HYD NO=ST.1 DA=0.0811 PER A=5 PER B=40 PER C=40 PER D=15 TP=0.151 RAIN=-1 PRINT HYD ID=1 CODE=1 * *S* ROUTE ST.1 THROUGH OS.5 * COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=15 CH SLP=0.0683 FP SLP=0.0683 N=0.045 DIST=550 DIST ELEV 0 15 100 5 345 0 440 5 550 15 ROUTE MCUNGE ID=5 HYD=RTST.1 INFLOW ID=1 DT=0 HR L=1887.76 NS=0 SLOPE=0.0683 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=1 * *S**** COMPUTE BASIN OS.5 **** SEDIMENT BULK CODE=1 BULK FACTOR=1.08 COMPUTE NM HYD ID=3 HYD NO=OS.5 DA=0.0941 PER A=45 PER B=30 PER C=25 PER D=0 TP=.133 RAIN=-1 PRINT HYD ID=3 CODE=1 * *S* ADD ROUTED ST.1 TO OS.5 ADD HYD ID=6 HYD=OS.5TOT ID=5 ID=3 PRINT HYD ID=6 CODE=1 *S *S* ROUTE FLOW THROUGH SURGE POND ON EDGE OF ESCARPMENT *S* USED 12 IN PIPE OUTFLOW * ROUTE RESERVOIR ID=24 HYD=ESCARP.POND ID=6 CODE = 10 OUTFLOW (CFS) STORAGE (AC-FT) ELEV (FT) 0 0.00 5260 1.49 1.39 5260.5 2.67 2.80 5261 3.78 4.24 5261.5 4.63 5.70 5262 5.35 7.19 5262.5 5.98 8.71 5263 6.55 10.24 5263.5 7.07 11.81 5264 7.56 13.40 5264.5 8.02 15.01 5265 8.46 16.66 5265.5 8.87 18.32 5266 9.26 20.02 5266.5 9.64 21.74 5267 10.01 23.49 5267.5 10.36 25.27 5268 10.7 27.07 5268.5 11.03 28.90 5269 11.35 30.76 5269.5 11.66 32.64 5270 PRINT HYD ID=24 CODE=1 SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S**** COMPUTE BASIN ST.2a **** COMPUTE NM HYD ID=71 HYD NO=ST.2a DA=0.0458 PER A=0 PER B=22.36 PER C=22.36 PER D=55.28 TP=.144 RAIN=-1 PRINT HYD ID=71 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=71 PER=-75 ID I=71 HYD=ST.2 ID II=88 HYD=SURGE PRINT HYD ID=71 CODE=1 PRINT HYD ID=88 CODE=1 *S *S**** COMPUTE BASIN ST.2b **** COMPUTE NM HYD ID=5 HYD NO=ST.2b DA=0.1247 PER A=0 PER B=22.77 PER C=22.77 PER D=54.46 TP=.133 RAIN=-1 PRINT HYD ID=5 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=5 PER=-75 ID I=5 HYD=ST.2 ID II=3 HYD=SURGE PRINT HYD ID=5 CODE=1 PRINT HYD ID=3 CODE=1 *S *S *S* ADD OPEN SPACE SURGE POND OUTFLOW TO ST.2b ADD HYD ID=6 HYD=ST2TOT ID=5 ID=24 PRINT HYD ID=6 CODE=1 *S* ADD ST.2a TO I40 FLOW ADD HYD ID=76 HYD=I40ST2a ID=31 ID=71 PRINT HYD ID=76 CODE=1 *S *S *S**** FLOW REACHING IN3 **** *S* COMPUTE NM HYD ID=31 HYD NO=IN3 DA=0.00395 PER A=0 PER B=0 PER C=51.02 PER D=48.98 TP=0.133 RAIN=-1 PRINT HYD ID=31 CODE=1 *S* ADD FLOW FROM IN3 TO I-40 SD ADD HYD ID=71 HYD=EATO ID=31 ID=76 PRINT HYD ID=71 CODE=1 *S *S* ROUTE 2a FLOW IN WEST I40 DIVERSION TO 2b *S* USE 42 INCH PIPE * COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=.035 DIA=42 N=0.015 ROUTE MCUNGE ID=31 HYD=TOEAMOLE INFLOW ID=71 DT=0HR L=1960 NS=0 SLOPE=.035 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=31 CODE=1 *S *S**** FLOW REACHING IN4 **** *S* COMPUTE NM HYD ID=24 HYD NO=IN4 DA=0.00813 PER A=0 PER B=0 PER C=51.02 PER D=48.98 TP=0.133 RAIN=-1 PRINT HYD ID=24 CODE=1 *S* ADD FLOW FROM IN4 TO FLOW FROM ST.2B ADD HYD ID=76 HYD=EATO ID=6 ID=24 PRINT HYD ID=76 CODE=1 *S *S* ADD ST.2b TO I40 FLOW ADD HYD ID=76 HYD=I40ST2b ID=31 ID=76 PRINT HYD ID=76 CODE=1 *S *S******************************************************************************* *S* CALCULATE BASINS CONTRIBUTING TO DAM 0 *S* START OF DAM 0 DIVERSION *S******************************************************************************* *S**** COMPUTE BASIN UD.1C **** *S* COMPUTE NM HYD ID=62 HYD NO=UD.1C DA=0.0879 PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=0.133 RAIN=-1 PRINT HYD ID=62 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=62 PER=-75 ID I=62 HYD=UD.1C ID II=88 HYD=SURGE PRINT HYD ID=62 CODE=1 PRINT HYD ID=88 CODE=1 *S *S**** ROUTE UD.1C THROUGH OS.1 ***** COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=20 CH SLP=.05 FP SLP=.05 N=0.045 DIST=302 DIST ELEV 0 20 48 10 95 0 228 10 302 20 ROUTE MCUNGE ID=61 HYD=RTUD.1C INFLOW ID=62 DT=0 HR L= 3289.09 NS=0 SLOPE=0.05 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=61 CODE=1 SEDIMENT BULK CODE=1 BULK FACTOR=1.07 *S**** COMPUTE BASIN OS.1 **** *S* COMPUTE NM HYD ID=99 HYD NO=OS.1 DA=0.3426 PER A=50 PER B=25 PER C=25 PER D=0 TP=0.139 RAIN=-1 PRINT HYD ID=99 CODE=1 *S*** ADD UD.1C AND OS.1 **** ADD HYD ID=99 HYD=OS.1TOT ID=99 ID=61 PRINT HYD ID=99 CODE=1 SEDIMENT BULK CODE=1 BULK FACTOR=1.23 *S**** COMPUTE BASIN OS.4 **** *S* COMPUTE NM HYD ID=70 HYD NO=OS.4 DA=0.1590 PER A=15 PER B=75 PER C=10 PER D=0 TP=0.134 RAIN=-1 PRINT HYD ID=70 CODE=1 *S* ROUTE OS.1 AND UD.1C ALONG WEST SIDE OF UD.1B *S**** ROUTE CHANNEL ***** ASSUME FLOW COLLECTS IN CHANNEL ON WEST SIDE OF STREET * COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1 ELMIN=0 ELMAX=10 CH SLP=0.005 FP SLP=0.005 N=.022 STA=50 DIST ELEV DIST ELEV DIST ELEV 0 10 20 0 30 0 50 10 ROUTE MCUNGE ID=13 HYD=RTUD.1A INFLOW ID=99 DT=0 HR L=2360.84 NS=0 SLOPE=0.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=13 CODE=1 *S**** ADD FLOW FROM OS.4 TO CHANNEL FLOW ADD HYD ID=61 HYD=DAM0IN ID=13 ID=70 PRINT HYD ID=61 CODE=1 *S**** ADD FLOW FROM DAM EA.11 TO TOTAL FLOW *S* DAM ADDED TO SEE HOW WOULD AFFECT FLOW IN DAM SYSTEM- LEM 2/7/06 *S**** TOTAL INFLOW TO DAM #0 ADD HYD ID=13 HYD=DAM0IN ID=11 ID=61 PRINT HYD ID=13 CODE=1 *S ROUTE FLOW THROUGH POND #0. * DAM ZERO WAS NOT IN THE DAM15 AHYMO MODEL; * DAM WAS RESIZED TO ATTINUATE DIVERETED FLOW FROM EA.11 *S OUTFLOW THROUGH 3.25 IN PIPE ROUTE RESERVOIR ID=87 HYD=PONDZERO INFLOW ID=13 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.00 0 5516.5 1.20 3.64 5517 4.97 7.31 5517.5 11.59 11.02 5518 17.06 14.77 5518.5 32.57 18.57 5519 49.00 22.4 5519.5 61.99 26.27 5520 69.77 30.18 5520.5 76.76 34.14 5521 83.17 38.13 5521.5 89.11 42.16 5522 94.69 46.24 5522.5 99.95 50.35 5523 104.95 54.51 5523.5 109.73 58.71 5524 114.30 62.95 5524.5 118.70 67.23 5525 122.94 71.56 5525.5 127.04 75.93 5526 131.01 80.34 5526.5 134.86 84.79 5527 PRINT HYD ID=87 CODE=10 * *S**** ROUTE DAM 0 ALONG NORTH SIDE OF ST.2 *** *COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1 ELMIN=0 ELMAX=10 * CH SLP=0.015 FP SLP=0.015 N=0.022 STA=50 * DIST ELEV DIST ELEV DIST ELEV * 0 10 20 0 30 0 * 50 10 *ROUTE MCUNGE ID=19 HYD=RTDAM0 INFLOW ID=87 DT=0HR L=1303.98 * NS=0 SLOPE=0.015 MATCODE=0 REGCODE=0 CCODE=0 *PRINT HYD ID=19 CODE=10 * *S***************************************************************************** *S************************** END OF DAM 0 DIVERSION *************************** *S***************************************************************************** *S* ADD ROUTED ST.1 TO DAM 0 *ADD HYD ID=5 HYD=118SD * ID=6 ID=19 *PRINT HYD ID=5 CODE=1 *S *S ROUTE FLOW ALONG I40 TO ST.4 INTERCEPT IN 36" PIPE *S ROUTE FLOW FROM 118TH STREET TO ST.4a INTERCEPT IN I-40 SYSTEM *S ROUTED THROUGH 54" PIPE COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLOPE=0.036 DIA=54 IN N=.013 ROUTE MCUNGE ID=30 HYD=40OS.6 INFLOW ID=76 DT=0HR L=1150 NS=0 SLOPE=0.036 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=30 CODE=0 *S SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S**** COMPUTE BASIN ST.4a **** *S* COMPUTE NM HYD ID=12 HYD NO=ST.4a DA=0.1221 PER A=0 PER B=5 PER C=5 PER D=90 TP=0.237 RAIN=-1 PRINT HYD ID=12 CODE=1 *S *S**** FLOW REACHING IN5 **** *S* COMPUTE NM HYD ID=6 HYD NO=IN5 DA=0.00476 PER A=0 PER B=0 PER C=51.02 PER D=48.98 TP=0.133 RAIN=-1 PRINT HYD ID=6 CODE=1 *S *S**** FLOW REACHING IN6 **** *S* COMPUTE NM HYD ID=19 HYD NO=IN6 DA=0.00078 PER A=0 PER B=0 PER C=51.02 PER D=48.98 TP=0.133 RAIN=-1 PRINT HYD ID=19 CODE=1 *S* ADD FLOW FROM IN5 AND IN6 ADD HYD ID=61 HYD=EATO ID=6 ID=19 PRINT HYD ID=61 CODE=1 *S *S* ADD FLOW FROM IN5 AND IN6 TO FLOW FROM ST.4A ADD HYD ID=76 HYD=EATO ID=61 ID=12 PRINT HYD ID=76 CODE=1 *S *S ADD ST.4a AND ROUTED I-40 DIVERSION (48" PIPE) ADD HYD ID=31 HYD=ST.4&OS.6 ID=76 ID=30 PRINT HYD ID=31 CODE=10 *S *S ROUTE FLOW FROM ST.4a ALONG I40 TO ST.4b *S ROUTED THROUGH 72" PIPE COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLOPE=0.023 DIA=72 IN N=.013 ROUTE MCUNGE ID=30 HYD=40ST.4 INFLOW ID=31 DT=0HR L=2180 NS=0 SLOPE=0.023 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=30 CODE=0 *S**** COMPUTE BASIN ST.4b **** *S* COMPUTE NM HYD ID=12 HYD NO=ST.4b DA=0.0541 PER A=0 PER B=5 PER C=5 PER D=90 TP=0.133 RAIN=-1 PRINT HYD ID=12 CODE=1 *S**** FLOW REACHING IN7 **** *S* COMPUTE NM HYD ID=61 HYD NO=IN7 DA=0.00451 PER A=0 PER B=0 PER C=51.02 PER D=48.98 TP=0.133 RAIN=-1 PRINT HYD ID=61 CODE=1 *S* ADD FLOW FROM IN7 AND ST.4B ADD HYD ID=76 HYD=EATO ID=61 ID=12 PRINT HYD ID=76 CODE=1 *S ADD ST.4b AND ROUTED I-40 DIVERSION (48" PIPE) ADD HYD ID=31 HYD=ST.4&OS.6 ID=76 ID=30 PRINT HYD ID=31 CODE=10 *S *S ROUTE FLOW FROM ST.4ab ALONG I40 TO 98TH STREET *S ROUTED THROUGH 72" PIPE COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLOPE=0.018 DIA=72 IN N=.013 ROUTE MCUNGE ID=30 HYD=40ST.4 INFLOW ID=31 DT=0HR L=1410 NS=0 SLOPE=0.018 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=30 CODE=0 *S**** COMPUTE BASIN ST.3 **** * COMPUTE NM HYD ID=15 HYD NO=ST.3 DA=.089 PER A=0 PER B=15 PER C=15 PER D=70 TP=0.146 RAIN=-1 PRINT HYD ID=15 CODE=1 *S* ROUTE ST.3 ALONG STREET TO 98TH STREET STORM DRAIN *S* ROUTE FLOW IN 48" SD PIPE COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLOPE=0.018 DIA=48 IN N=.013 ROUTE MCUNGE ID=19 HYD=RTST.3 INFLOW ID=15 DT=0HR L= 2002.26 NS=0 SLOPE=0.018 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=19 CODE=0 *S******* 98TH STREET ************** *S********************************************************************************* *S* COMPUTE FLOW THROUGH LADERA DAMS 1-4 * *S********************************************************************************* * 2YR *RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=0.683 * RAIN SIX=0.930 RAIN DAY=1.129 DT=.05 * 10YR *RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.160 * RAIN SIX=1.429 RAIN DAY=1.736 DT=.05 * 100YR RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.77 RAIN SIX=2.26 RAIN DAY=2.63 DT=.05 *S* ROUTE FLOW FROM DAM 0 THROUGH AN EARTHEN CHANNEL *S* ROUTE THROUGH UD.1B COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.04 FP SLP=.04 N=.030 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=12 HYD=L0.1_1 INFLOW ID=87 DT=0HR L=1533.98 NS=0 SLOPE=0.04 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=12 CODE=10 *S**** COMPUTE BASIN UD.1B **** *S* COMPUTE NM HYD ID=15 HYD NO=UD.1B DA=0.1266 PER A=1.01 PER B=28.03 PER C=28.03 PER D=42.93 TP=0.133 RAIN=-1 PRINT HYD ID=15 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION *DIVIDE HYD ID=15 PER=-75 ID I=15 HYD=UD.1B * ID II=88 HYD=SURGE *PRINT HYD ID=15 CODE=1 *PRINT HYD ID=88 CODE=1 *S *S*** ADD DAM 0 TO UD.1B ***** ADD HYD ID=22 HYD=DAM1IN ID=15 ID=12 PRINT HYD ID=22 CODE=1 *S ROUTE FLOW TO DAM 1 *S* ROUTE WITH 54" PIPE COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.053 DIA=54 IN N=0.013 ROUTE MCUNGE ID=16 HYD=RTUD.1b INFLOW ID=22 DT=0 HR L=1133 NS=0 SLOPE=0.053 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=16 CODE=1 *S**** COMPUTE BASIN UD.2 **** *S* COMPUTE NM HYD ID=5 HYD NO=UD.2 DA=.1291 PER A=0 PER B=46 PER C=20 PER D=34 TP=.155 RAIN=-1 PRINT HYD ID=5 CODE=1 *S *S *S* DIVIDE BASIN INTO PONDS 1, AND 2-3 DIVIDE HYD ID=5 RATIO=-0.33 ID I=20 HYD = PD1 ID II=21 HYD= PD2&3 PRINT HYD ID=20 CODE=1 *S*** ADD 33% OF UD.2 TO DAM 1 INLET FLOW **** *S*** TOTAL DAM 1 INFLOW ***** ADD HYD ID=22 HYD=DAM1IN ID=20 ID=16 PRINT HYD ID=22 CODE=1 *S ROUTE FLOW THROUGH POND #1 *S OUTLET PIPE CHANGED TO 1 2.18' PIPE ROUTE RESERVOIR ID=27 HYD=POND1 INFLOW ID=22 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.0 0.0 5418.0 17.8 9.5 5420.0 34.8 19.7 5422.0 45.1 30.8 5424.0 53.5 43.3 5426.0 57.3 50.0 5427.0 PRINT HYD ID=27 CODE=10 * *S* DIVIDE UD.2 REMAINDER FLOW FOR PONDS #2,&3 DIVIDE HYD ID=21 RATIO=-0.5 ID I=95 HYD = PD2 ID II=24 HYD= PD3 PRINT HYD ID=95 CODE=1 PRINT HYD ID=24 CODE=1 *S*** ADD PART OF BASIN UD.2 TO DAM 1 OUTLET FLOW **** *S*** DAM 2 INLET FLOW *** ADD HYD ID=26 HYD=DAM2IN ID=95 ID=27 PRINT HYD ID=26 CODE=1 *S ROUTE FLOW THROUGH POND #2 *S* POND CHANGED TO HAVE A 2-1.35' OUTLETS TO REDUCE FLOW TO #3 ROUTE RESERVOIR ID=10 HYD=POND2 INFLOW ID=26 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.00 0 5402 18.44 5.26 5404 29.30 10.85 5406 37.10 16.79 5408 43.52 23.1 5410 49.10 29.77 5412 535 40.52 5415 PRINT HYD ID=10 CODE=10 *S*** ADD UD.2 AND TO DAM 2 OUTLFLOW **** ADD HYD ID=33 HYD=UD.2&UD.2A ID=24 ID=10 PRINT HYD ID=33 CODE=1 *S**** COMPUTE BASIN UD.3 **** *S* COMPUTE NM HYD ID=34 HYD NO=UD.3 DA=0.0560 PER A=0.00 PER B=11.0 PER C=11.7 PER D=77.3 TP=0.133 RAIN=-1 PRINT HYD ID=34 CODE=1 *S*** ADD UD.3 AND ROUTED UD.2 UD.2A AND DAM 2 OUTFALL **** ADD HYD ID=39 HYD=UD.2&UD.2A ID=34 ID=33 PRINT HYD ID=39 CODE=1 *S DAM REMOVED TO SEE AFFECTS ON LADERA SYSTEM- LEM 2/9/06 *S ROUTE FLOW THROUGH POND #3 *s POND OUTLET CHANGED TO 1- 1.9' OUTLET PIPE ROUTE RESERVOIR ID=10 HYD=POND3 INFLOW ID=39 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0.0 5374.0 11 4.15 5375.5 24 9.99 5377.5 33.0 16.19 5379.5 39.6 22.76 5381.5 45.2 29.71 5383.5 260.0 33.5 5385.5 863.0 44.78 5387.5 1064.0 55.83 5388.0 *PRINT HYD ID=10 CODE=10 *S**** COMPUTE BASIN UD.4C **** *S* COMPUTE NM HYD ID=34 HYD NO=UD.3 DA=0.0995 PER A=0 PER B=28.9 PER C=57.4 PER D=13.7 TP=0.133 RAIN=-1 PRINT HYD ID=34 CODE=1 *S*** ADD BASIN UD.4B&C AND POND 3 OUTFLOW **** *S*** TOTAL INFLOW TO POND #4 **** ADD HYD ID=42 HYD=UD.4B&C ID=34 ID=10 PRINT HYD ID=42 CODE=1 *S ROUTE FLOW THROUGH POND #4 *S POND OUTLET 1-2' OUTLET PIPE ROUTE RESERVOIR ID=43 HYD=POND4 INFLOW ID=42 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5349 10 2.47 5350 23 7.65 5352 35 13.16 5354 45 19.03 5356 1450 25.25 5358 3040 31.81 5360 PRINT HYD ID=43 CODE=10 * *S SKIP FROM DAM 4 UP TO TOP OF LADERA WATERSHED *S**************************************************************************** *S CALCULATE RUNOFF BEGINNING AT THE TOP OF LADERA L12 WATERSHED. *S UPPER LADERA BASINS START AT DOUBLE EAGLE II AIRPORT & DRAIN TO DAM12 *S REGION B2 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.1 COMPUTE NM HYD ID=1 HYD=L12.1 DA=0.2219 SQ MI PER A=0 PER B=0 PER C=65 PER D=35 TP=-0.363 RAIN=-1 PRINT HYD ID=1 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.040 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.2 COMPUTE NM HYD ID=2 HYD=L12.2 DA=1.1359 SQ MI PER A=39 PER B=4 PER C=38 PER D=19 TP=-0.147 RAIN=-1 PRINT HYD ID=2 CODE=10 * *S COMBINED FLOW FROM BASINS L12.1 AND L12.2 IN DE II AIRPORT AREA. THERE ARE *S PONDS W/COMBINED VOLUME OF ALMOST 30 ACRE-FT IN THESE BASINS. THESE *S PONDS ULTIMATELY DISCHARGE TO A 70 ACRE-FT PLAYA THAT IS BISECTED BY *S PASEO DEL VOLCAN. IF PLAYA DOES NOT OVERFLOW, THEN THE BASINS CAN BE *S CONSIDERED TO BE NON-CONTRIBUTING. PONDS AND PLAYA NOT IN MODEL. ADD HYD ID=4 HYD=L12.2_1 ID=1 ID=2 PRINT HYD ID=4 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.3 COMPUTE NM HYD ID=1 HYD=L12.3 DA=0.3313 SQ MI PER A=0 PER B=3 PER C=38 PER D=59 TP=-0.364 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.3 THROUGH L12.6 * TYPICAL CROSS SECTION A TRANSITIONS TO E COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.006 FP SLP=0.006 N=0.030 DIST=400 DIST ELEV DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=49 HYD=L12.3_1 INFLOW ID=1 DT=0HR L=5400 NS=0 SLOPE=0.006 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=4.0 CH SLP=0.0013 FP SLP=0.0013 N=0.030 DIST=48 DIST ELEV DIST ELEV DIST ELEV 0 4 10 3 19 0 29 0 38 3 48 4 ROUTE MCUNGE ID=50 HYD=L12.3_1 INFLOW ID=49 DT=0HR L=1600 NS=0 SLOPE=0.0013 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.5 COMPUTE NM HYD ID=1 HYD=L12.5 DA=0.7313 SQ MI PER A=36 PER B=5 PER C=43 PER D=16 TP=-0.357 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.5 THROUGH L12.4 * TYPICAL CROSS SECTION A COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0022 FP SLP=0.0022 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=51 HYD=L12.4_1 INFLOW ID=1 DT=0HR L=1850 NS=0 SLOPE=0.0022 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=51 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.4 COMPUTE NM HYD ID=1 HYD=L12.4 DA=0.6016 SQ MI PER A=8 PER B=2 PER C=44 PER D=46 TP=-0.319 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD L12.4 AND L12.5 ADD HYD ID=2 HYD=L12.4_2 ID=1 ID=51 PRINT HYD ID=2 CODE=10 * *S ROUTE COMBINED (L12.4 AND L12.5) THROUGH L12.6 * TYPICAL CROSS SECTION A COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0059 FP SLP=0.0059 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=51 HYD=L12.6_1 INFLOW ID=2 DT=0HR L=5250 NS=0 SLOPE=0.0059 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=51 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.6 COMPUTE NM HYD ID=1 HYD=L12.6 DA=0.9453 SQ MI PER A=2 PER B=4 PER C=29 PER D=65 TP=-0.429 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD (L12.4-5) & L12.6 ADD HYD ID=2 HYD=L12.6_2 ID=1 ID=51 PRINT HYD ID=2 CODE=10 * *S ADD (L12.4-6) & L12.3 ADD HYD ID=4 HYD=L12.6_3 ID=2 ID=50 PRINT HYD ID=4 CODE=10 * *S ROUTE COMBINED (L12.3, L12.4, L12.5, AND L12.6) THROUGH L12.7 * TYPICAL CROSS SECTION E, 2 SLOPES COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=4.0 CH SLP=0.0006 FP SLP=0.0006 N=0.030 DIST=48 DIST ELEV DIST ELEV 0 4 10 3 19 0 29 0 38 3 48 4 ROUTE MCUNGE ID=49 HYD=L12.7_1 INFLOW ID=4 DT=0HR L=1000 NS=0 SLOPE=0.0006 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=4.0 CH SLP=0.0097 FP SLP=0.0097 N=0.030 DIST=48 DIST ELEV DIST ELEV 0 4 10 3 19 0 29 0 38 3 48 4 ROUTE MCUNGE ID=50 HYD=L12.7_1 INFLOW ID=49 DT=0HR L=1350 NS=0 SLOPE=0.0097 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.7 COMPUTE NM HYD ID=1 HYD=L12.7 DA=1.0563 SQ MI PER A=44 PER B=7 PER C=28 PER D=21 TP=-0.383 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD (L12.3-6) & L12.7 ADD HYD ID=3 HYD=L12.7_2 ID=1 ID=50 PRINT HYD ID=3 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.8 COMPUTE NM HYD ID=1 HYD=L12.8 DA=0.4219 SQ MI PER A=2 PER B=14 PER C=18 PER D=66 TP=-0.451 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.8 THROUGH L12.7 * TYPICAL CROSS SECTION E COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=4.0 CH SLP=0.0139 FP SLP=0.0139 N=0.030 DIST=48 DIST ELEV DIST ELEV 0 4 10 3 19 0 29 0 38 3 48 4 ROUTE MCUNGE ID=50 HYD=L12.7_3 INFLOW ID=1 DT=0HR L=575 NS=0 SLOPE=0.0139 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * *S ADD (L12.3-7) & L12.8 ADD HYD ID=3 HYD=L12.7_4 ID=3 ID=50 PRINT HYD ID=3 CODE=10 * *S ROUTE FLOW THROUGH PROPOSED POND AT PASEO DEL VULCAN (PDV) ** PRINCIPAL SPILLWAY 2 - 60" RCP *ROUTE RESERVOIR ID=50 HYD=PDVPOND * INFLOW ID=3 CODE=10 * OUTFLOW STORAGE ELEV * (CFS) (AC-FT) (FT) * 0 0 5780.0 * 60. 18.7 5782.0 * 194. 38.2 5784.0 * 350. 58.4 5786.0 * 472.0 79.3 5788.0 * 564.0 101.1 5790.0 * 624.0 123.6 5792.0 * 712.0 146.9 5794.0 * 766.0 171.0 5796.0 *PRINT HYD ID=50 CODE=10 * *S INCREASE POND SIZE BY 1.5 TIMES. PRINCIPAL SPILLWAY= 60" RCP ROUTE RESERVOIR ID=50 HYD=PDVPOND INFLOW ID=3 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5780.0 45 28.1 5782.0 116 57.3 5784.0 177 87.6 5786.0 222 119.0 5788.0 259 151.7 5790.0 291 185.4 5792.0 320 220.4 5794.0 PRINT HYD ID=50 CODE=10 * *S *S***************************************************************************** *S DIVERSION TO DAM 5 ARROYO BEGINS *S***************************************************************************** *S* DIVERSION TO DAM 5 ARROYO NOT ROUTED TO WEST BLUFF. *S* ASSUME STAYS IN PETROGLYPH PARK - 1/31/06 LEM *S***************************************************************************** *S ROUTE PDV POND OUTFLOW SOUTH IN PROPOSED PETROGLYPH DIVERSION COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5 CH SLP=0.004 FP SLP=0.004 N=0.015 DIST=30 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 5 10 0 20 0 30 5 ROUTE MCUNGE ID=5 HYD=DIV1 INFLOW ID=50 DT=0HR L=2500 NS=0 SLOPE=0.004 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.9W COMPUTE NM HYD ID=2 HYD=L12.9W DA=0.1016 SQ MI PER A=34 PER B=26 PER C=16 PER D=24 TP=-0.133 RAIN=-1 PRINT HYD ID=2 CODE=10 * *S FLOW IN PROPOSED PETROGLYPH DIVERSION AT SOUTH END BASIN L12.9W ADD HYD ID=4 HYD=DIV2 ID=2 ID=5 PRINT HYD ID=4 CODE=10 * *S ROUTE IN PROPOSED PETROGLYPH DIVERSION COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5 CH SLP=0.004 FP SLP=0.004 N=0.015 DIST=30 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 5 10 0 20 0 30 5 ROUTE MCUNGE ID=5 HYD=DIV3 INFLOW ID=4 DT=0HR L=1500 NS=0 SLOPE=0.004 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.11 COMPUTE NM HYD ID=1 HYD=L12.11 DA=0.2734 SQ MI PER A=2 PER B=13 PER C=18 PER D=67 TP=-0.471 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.11 THROUGH L12.12W TO PROPOSED PETROGLYPH DIVERSION COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5 CH SLP=0.0189 FP SLP=0.0189 N=0.015 DIST=30 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 5 10 0 20 0 30 5 ROUTE MCUNGE ID=49 HYD=L12.12_1 INFLOW ID=1 DT=0HR L=1900 NS=0 SLOPE=0.0189 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=49 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.12W COMPUTE NM HYD ID=2 HYD=L12.12W DA=0.1415 SQ MI PER A=29 PER B=16 PER C=16 PER D=39 TP=-0.301 RAIN=-1 PRINT HYD ID=2 CODE=10 * ADD HYD ID=3 HYD=DIV4 ID=2 ID=5 PRINT HYD ID=3 CODE=10 * *S FLOW IN PROPOSED PETROGLYPH DIVERSION AT SOUTH END BASIN L12.12W ADD HYD ID=2 HYD=DIV5 ID=3 ID=49 PRINT HYD ID=2 CODE=10 * *S ROUTE FLOW THROUGH PROPOSED MIREHAVEN A2 DAM *S PRINCIPAL SPILLWAY 1-36" RCP *ROUTE RESERVOIR ID=30 HYD=MA2POND * INFLOW ID=2 CODE=10 * OUTFLOW STORAGE ELEV * (CFS) (AC-FT) (FT) * 0 0 5718 * 18 0.24 5720 * 80 3.65 5725 * 110 13.37 5730 * 170 35.50 5735 *PRINT HYD ID=30 CODE=10 *S for FINAL2D.HYM increase storage by 3.4x. *S PRINCIPAL SPILLWAY 1-54" RCP ROUTE RESERVOIR ID=72 HYD=MA2POND INFLOW ID=2 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5718 28 .82 5720 177 12.41 5725 265 45.46 5730 320 120.70 5735 PRINT HYD ID=72 CODE=10 * *S ROUTE IN PROPOSED PETROGLYPH DIVERSION THRU BASIN L12.14W COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5 CH SLP=0.004 FP SLP=0.004 N=0.015 DIST=30 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 5 10 0 20 0 30 5 ROUTE MCUNGE ID=5 HYD=DIV6 INFLOW ID=72 DT=0HR L=1500 NS=0 SLOPE=0.004 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=10 *S * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.14W * MIREHAVEN "B" ARROYO COMPUTE NM HYD ID=2 HYD=L12.14W DA=0.0869 SQ MI PER A=27 PER B=35 PER C=12 PER D=26 TP=-0.294 RAIN=-1 PRINT HYD ID=2 CODE=10 * *S FLOW IN PROPOSED PETROGLYPH DIVERSION AT SOUTH END BASIN L12.14W ADD HYD ID=3 HYD=DIV7 ID=2 ID=5 PRINT HYD ID=3 CODE=10 * *S ROUTE IN PROPOSED PETROGLYPH DIVERSION THRU L12.16NW COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5 CH SLP=0.004 FP SLP=0.004 N=0.015 DIST=30 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 5 10 0 20 0 30 5 ROUTE MCUNGE ID=5 HYD=DIV8 INFLOW ID=3 DT=0HR L=1500 NS=0 SLOPE=0.004 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.15 COMPUTE NM HYD ID=1 HYD=L12.15 DA=0.4391 SQ MI PER A=2 PER B=21 PER C=23 PER D=54 TP=-0.449 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.15 THRU L12.16W TO PROPOSED PETROGLYPH DIV VIA MIREHAVEN "C" COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5 CH SLP=0.0123 FP SLP=0.0123 N=0.015 DIST=30 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 5 10 0 20 0 30 5 ROUTE MCUNGE ID=50 HYD=L12.16_1 INFLOW ID=1 DT=0HR L=2400 NS=0 SLOPE=0.0123 MATCODE=0 REGCODE=0 CCODE=0 *COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 * MIN EL=0 MAX EL=10 * CH SLP=0.0346 FP SLP=0.0346 * N=0.015 DIST=50 * DIST ELEV DIST ELEV DIST ELEV DIST ELEV * 0 10 20 10 30 0 50 10 *ROUTE MCUNGE ID=1 HYD=L12.16_1 INFLOW ID=50 DT=0HR L=2000 * NS=0 SLOPE=0.0346 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.16W COMPUTE NM HYD ID=4 HYD=L12.16W DA=0.4468 SQ MI PER A=15 PER B=21 PER C=21 PER D=43 TP=-0.285 RAIN=-1 PRINT HYD ID=4 CODE=10 * *S ADD L12.16W TO ROUTED L12.15 ADD HYD ID=3 HYD=L12.16W_1 ID=4 ID=50 PRINT HYD ID=3 CODE=1 * *S ADD L12.15 TO PROPOSED PETROGLYPH DIVERSION ADD HYD ID=2 HYD=DIV9 ID=3 ID=5 PRINT HYD ID=2 CODE=1 * *s route flow through new cdam for option 2d_cdam.hym through 60" RCP ROUTE RESERVOIR ID=4 HYD=cdamPOND INFLOW ID=2 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5730.0 54 .86 5732.5 205 5.87 5737.5 290 22.13 5742.5 350 55.21 5747.5 425 119.5 5752.5 PRINT HYD ID=4 CODE=10 * *S ROUTE IN PROPOSED PETROGLYPH DIVERSION TO DAM 5 ARROYO IN BASIN UD.5E *S* PETROGLYPH DIVERSION ADDED BACK IN 2/1/06 TO MODEL GREATEST POSSIBLE FLOWS IN *S* DOWNSTREAM DAMS- LEM COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=10 CH SLP=0.004 FP SLP=0.004 N=0.015 DIST=50 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 10 20 10 30 0 50 10 ROUTE MCUNGE ID=72 HYD=DIV10 INFLOW ID=4 DT=0HR L=3000 NS=0 SLOPE=0.004 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=72 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S************************************************************************************ *S* CALCULATED RUNOFF FOR BASINS LEADING INTO DAM 5 *S* BASINS CHANGED TO REFLECT DEVELOPED AREA *S************************************************************************************ *S**** COMPUTE BASIN UD.5d **** *S****THIS BASIN IS ADDED IN AS BASIN L12.16 W*********** *S* ASSUME UD.5D FLOWS OUT OF STUDY AREA AND ONTO PETROGLYPHS**** *COMPUTE NM HYD ID=79 HYD NO=UD.5d DA=.2681 * PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 * TP=.615 RAIN=-1 *PRINT HYD ID=79 CODE=1 *S**** COMPUTE BASIN UD.5A **** *S* COMPUTE NM HYD ID=1 HYD NO=UD.5A DA=.153 PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=.157 RAIN=-1 PRINT HYD ID=1 CODE=1 *S *S DIVERT 25% FOR SURGE POND CONDITION *DIVIDE HYD ID=1 PER=-75 ID I=1 HYD=UD.5A * ID II=88 HYD=SURGE *PRINT HYD ID=1 CODE=1 *PRINT HYD ID=88 CODE=1 *S *S ADD PETROGLYPH DIVERSION TO BASIN UD.5A ADD HYD ID=1 HYD=UD.5ATOT ID=72 ID=1 PRINT HYD ID=1 CODE=1 *S**** ROUTE UD.5A THROUGH OS.5A TO INLET OF DAM 5 ARROYO COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=27 CH SLP=.0497 FP SLP=.0497 N=0.045 DIST=356 DIST ELEV 0 27 75 17 110 7 216 0 287 7 356 17 ROUTE MCUNGE ID=2 HYD=RTUD.5A INFLOW ID=1 DT=0 HR L=1676 NS=0 SLOPE=0.0497 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=1 *S**** COMPUTE BASIN UD.5E **** *S* COMPUTE NM HYD ID=90 HYD NO=UD.5E DA=0.1871 PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=0.176 RAIN=-1 PRINT HYD ID=90 CODE=1 *S DIVERT 25% FOR SURGE POND CONDITION DIVIDE HYD ID=90 PER=-75 ID I=90 HYD=UD.5E ID II=88 HYD=SURGE PRINT HYD ID=90 CODE=1 PRINT HYD ID=88 CODE=1 *S *S* ASSUME HALF OF BASIN UD.5E FLOWS ONTO OS.5A AND HALF ONTO OS.5B DIVIDE HYD ID=90 RATIO=-0.5 ID I=51 HYD = OS.5A ID II=52 HYD= OS.5B *S* *S**** ROUTE HALF OF UD.5E THROUGH OS.5A TO INLET OF DAM 5 ARROYO COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=12 CH SLP=.032 FP SLP=.032 N=0.045 DIST=504 DIST ELEV 0 10 253 0 378 10 504 12 ROUTE MCUNGE ID=1 HYD=ARTUD.5E INFLOW ID=51 DT=0 HR L= 1235.63 NS=0 SLOPE=0.032 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S**** ROUTE HALF OF UD.5E THROUGH OS.5B TO INLET OF DAM 5 ARROYO COMPUTE RATING CURVE CID=1 VS NO=1 SEG=1 MIN EL=0 MAX EL=30 CH SLP=.03 FP SLP=.03 N=0.045 DIST=591 DIST ELEV 0 30 90 20 256 10 292 0 591 10 ROUTE MCUNGE ID=55 HYD=BRTUD.5E INFLOW ID=52 DT=0 HR L= 1078.59 NS=0 SLOPE=0.03 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=55 CODE=1 SEDIMENT BULK CODE=1 BULK FACTOR=1.12 *S**** COMPUTE BASIN OS.5A **** *S* COMPUTE NM HYD ID=3 HYD NO=OS.5A DA=0.1058 PER A=50 PER B=25 PER C=25 PER D=0 TP=0.154 RAIN=-1 PRINT HYD ID=3 CODE=1 *** DIVIDE BASIN 0S.5A TO ACCOUNT FOR FLOW THAT GOES TO THE DAM 9 DIVERSION******** *** DIVIDE BASIN OS.5S WITH 29% GOING TO THE DAM 9 DIVERSION********** * REMOVED 2/6/12 - NO DIVIDE HYD FOR OS.5A IN DEVELOPED CONDITIONS * DIVIDE HYD ID=3 PER=-71 ID I=3 HYD=OS.5A * ID II=36 HYD=DAM9DIV * PRINT HYD ID=3 CODE=1 * *S**** COMPUTE BASIN OS.5B **** *S* COMPUTE NM HYD ID=4 HYD NO=OS.5B DA=0.1540 PER A=50 PER B=25 PER C=25 PER D=0 TP=0.133 RAIN=-1 PRINT HYD ID=4 CODE=1 SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S* ADD ROUTED UD.5E AND OS.5B** ADD HYD ID=70 HYD=OS.5BTOT ID=4 ID=55 PRINT HYD ID=70 CODE=1 *S* ADD ROUTED UD.5A AND OS.5A** ADD HYD ID=5 HYD=UD.5AOS.5A ID=2 ID=3 PRINT HYD ID=5 CODE=1 *S* ADD COMBINED FLOW TO ROUTED UD.5E** ADD HYD ID=75 HYD=OS.5ATOT ID=5 ID=1 PRINT HYD ID=75 CODE=1 *S* TOTAL INLET FLOW TO DAM 5 ARROYO DAM ADD HYD ID=6 HYD=DAM5INLET ID=70 ID=75 PRINT HYD ID=6 CODE=1 *S**** ROUTE FLOW THROUGH PROPOSED DAM 5 ARROYO DAM *S OUTLET PIPE IS A 54" RCP ROUTE RESERVOIR ID=7 HYD=D5POND INFLOW ID=6 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) (CFS) (AC-FT) (FT) 0.00 0 5780 24.04 12.2 5782 101.64 24.8 5784 164.90 38 5786 203.96 51.6 5788 236.65 80.3 5790 265.35 95.5 5792 291.23 111.2 5794 PRINT HYD ID=7 CODE=10 * *S ROUTE IN DAM 5 ARROYO TO END OF UD.5C *S FOR OPT 4 - DAM 5 ARROYO IS A 48 INCH STORM DRAIN * * COMPUTE RATING CURVE CID=1 VS NO=1 SEG NO=1 * MIN EL=0 MAX EL=10 * CH SLP=0.036 FP SLP=0.036 * N=0.015 DIST=50 * DIST ELEV DIST ELEV DIST ELEV DIST ELEV * 0 10 20 0 30 0 50 10 * ROUTE MCUNGE ID=8 HYD=D5ARROYO INFLOW ID=7 DT=0HR L=2421.12 * NS=0 SLOPE=0.02 MATCODE=0 REGCODE=0 CCODE=0 * PRINT HYD ID=8 CODE=10 COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.036 DIA=48 IN N=0.013 ROUTE MCUNGE ID=8 HYD=D5ARROYO INFLOW ID=7 DT=0HR L=2421.12 NS=0 SLOPE=0.036 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=8 CODE=10 *S *S**** COMPUTE BASIN UD.5C **** *S* COMPUTE NM HYD ID=11 HYD NO=UD.5C DA=0.085 PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=0.133 RAIN=-1 PRINT HYD ID=11 CODE=1 *S *S DIVERT 25% FOR SURGE POND CONDITION *DIVIDE HYD ID=11 PER=-75 ID I=11 HYD=UD.5C * ID II=88 HYD=SURGE *PRINT HYD ID=11 CODE=1 *PRINT HYD ID=88 CODE=1 *S *S* ADD DAM 5 ARROYO AND UD.5C* * ADD HYD ID=99 HYD=RTUD.5C ID=11 ID=8 PRINT HYD ID=99 CODE=1 *S ROUTE IN DAM 5 ARROYO TO END OF UD.5B *S FOR OPT 4 - DAM 5 ARROYO IS A 54 INCH STORM DRAIN * * COMPUTE RATING CURVE CID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=10 * CH SLP=0.02 FP SLP=0.02 N=0.015 DIST=50 * DIST ELEV DIST ELEV DIST ELEV DIST ELEV * 0 10 20 0 30 0 50 10 * ROUTE MCUNGE ID=8 HYD=D5ARROYO INFLOW ID=99 DT=0HR L=3529.63 * NS=0 SLOPE=0.02 MATCODE=0 REGCODE=0 CCODE=0 * PRINT HYD ID=8 CODE=10 * COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.02 DIA=54 IN N=0.013 ROUTE MCUNGE ID=8 HYD=D5ARROYO INFLOW ID=99 DT=0HR L=2209 NS=0 SLOPE=0.02 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=8 CODE=10 *S *S**** COMPUTE BASIN UD.5B **** *S* COMPUTE NM HYD ID=9 HYD NO=UD.5B DA=0.082 PER A=0 PER B=35 PER C=35 PER D=30 TP=0.164 RAIN=-1 PRINT HYD ID=9 CODE=1 ***** DIVIDE BASIN UD.5B TO ACCOUNT FOR FLOW REACHING THE DAM 9 DIVERSION***** * DIVIDE 27 PERCENT TO LADERA DAM 9 DIVERSION * REMOVED 2/6/12 - NO DIVIDE HYD FOR UD.5B IN DEVELOPED CONDITIONS * DIVIDE HYD ID=9 PER=-73 ID I=9 HYD=UD.5B * ID II=57 HYD=DAM9DIV * PRINT HYD ID=9 CODE=1 * *S* ADD DAM 5 ARROYO AND UD.5B* * ADD HYD ID=11 HYD=ARYDAM5 ID=9 ID=8 PRINT HYD ID=11 CODE=1 *S ROUTE DAM 5 ARROYO AND UD.5B AND UD.5C IN A 54" STORM DRAIN*** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.033 DIA=54 IN N=0.013 ROUTE MCUNGE ID=11 HYD=D5ARROYO INFLOW ID=11 DT=0HR L=1460 NS=0 SLOPE=0.033 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=11 CODE=10 *S COMPUTE HYDROGRAPH FOR BASIN L9.1A***** *S THIS BASIN WILL BE DIVERTED IN TO DAM 5 POND. COMPUTE NM HYD ID=9 HYD=L9.1A DA=0.123 SQ MI PER A=0 PER B=30.46 PER C=30.46 PER D=39.08 TP=-.212 RAIN=-1 PRINT HYD ID=9 CODE=10 *S ROUTE BASIN L9.1A IN THE PROPOSED DIVERSION STRUCTURE TO DAM 5 POND *S* TOTAL FLOW IN DAM 9 DIVERSION* COMPUTE RATING CURVE CID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=10 CH SLP=0.02 FP SLP=0.02 N=0.015 DIST=50 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 10 20 0 50 0 60 10 ROUTE MCUNGE ID=8 HYD=D5ARROYO INFLOW ID=9 DT=0HR L=1800.0 NS=0 SLOPE=0.002 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=8 CODE=10 *S* ADD FLOWS REACHING DAM 9 DIVERSION* * REMOVED 2/6/12 - NO DIVIDE HYD FOR OS.5A OR UD.5B * ADD HYD ID=10 HYD=UD.5B&OS.5A * ID=36 ID=57 * PRINT HYD ID=10 CODE=1 * * TOTAL FLOW IN DAM 9 DIVERSION* * REMOVED 2/6/12 - NO DIVIDE HYD FOR OS.5A OR UD.5B * SO NOT REACHING DAM 9 DIVERSION IN DEVELOPED CONDITIONS * ADD HYD ID=10 HYD=UD.5B&L91.A * ID=10 ID=8 * PRINT HYD ID=10 CODE=1 * *S* ADD DAM 5 ARROYO* * ADD HYD ID=9 HYD=UD.5B&L91.A ID=8 ID=11 PRINT HYD ID=9 CODE=1 *S**** COMPUTE BASIN UD.2A **** *S* COMPUTE NM HYD ID=22 HYD NO=UD.2A DA=0.124 PER A=0 PER B=61 PER C=17 PER D=22 TP=0.221 RAIN=-1 PRINT HYD ID=22 CODE=1 *S* ADD DAM 5 ARROYO AND UD.2A* * ADD HYD ID=9 HYD=ARYDAM5&L91.A ID=9 ID=22 PRINT HYD ID=9 CODE=1 *S* ADD DAM 5 ARROYO AND UD.2* *S TOTAL FLOW INTO DAM 5 POND ON SOCCER FIELDS * *ADD HYD ID=9 HYD=ARYDAM5&L91.A * ID=9 ID=91 *PRINT HYD ID=9 CODE=1 *S* ROUTE FLOW THROUGH DAM 5 POND ON SOCCER FIELDS **** *S* OUTLET MODELED AS A 4.5' PIPE ROUTE RESERVOIR ID=10 HYD=DAM5S INFLOW ID=9 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5436 5.74 1.00 5437 24.15 2.00 5438 50.11 3.1 5439 102.05 4.3 5440 143.92 5.6 5441 168.07 7.0 5442 189.15 8.4 5443 208.11 10.4 5444 225.49 13.7 5445 241.61 18.4 5446 256.73 24.4 5447 271 31.7 5448 PRINT HYD ID=10 CODE=10 *S ROUTE COMBINED FLOW IN DAM 5 ARROYO TO end of BASIN UD.4A *S ROUTE WITH 48 INCH PIPE - EDITED TO 48 INCH PIPE (10/31/11) *COMPUTE RATING CURVE CID=1 VS NO=1 SEG NO=1 * MIN EL=0 MAX EL=10 * CH SLP=0.02 FP SLP=0.02 * N=0.015 DIST=50 * DIST ELEV DIST ELEV DIST ELEV DIST ELEV * 0 10 20 0 30 0 50 10 COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.034 DIA=48 IN N=0.013 ROUTE MCUNGE ID=8 HYD=D5ARROYO INFLOW ID=10 DT=0HR L=2006 NS=0 SLOPE=0.034 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=8 CODE=10 *S *S**** COMPUTE BASIN UD.4A **** *S* COMPUTE NM HYD ID=9 HYD NO=UD.4A DA=0.0261 PER A=0 PER B=16.4 PER C=0 PER D=83.6 TP=0.133 RAIN=-1 PRINT HYD ID=9 CODE=1 *S**** COMPUTE BASIN UD.4D **** *S* COMPUTE NM HYD ID=10 HYD NO=UD.4d DA=0.0323 PER A=0 PER B=0.0 PER C=28 PER D=72 TP=0.133 RAIN=-1 PRINT HYD ID=10 CODE=1 *S*** ADD FLOW UD.4A AND UD.4D *** *S*** TOTAL DAM 5 INFLOW *** ADD HYD ID=45 HYD=UD4A&D ID=10 ID=9 PRINT HYD ID=45 CODE=1 *S*** ADD FLOW FROM DAM 5 ARROYO UD.4A AND UD.4D *** *S*** TOTAL DAM 5 INFLOW *** ADD HYD ID=45 HYD=PD&4D.4A ID=8 ID=45 PRINT HYD ID=45 CODE=1 *S*** PROPOSED DIVERSION TO STORM CLOUD SUBDIVISION TO LADERA DAM 9**** *S*** DIVERT DIVIDE HYD ID=45 Q=221.25 ID=45 HYD=TOPOND5 ID=69 HYD=TOPOND9 PRINT HYD ID=69 CODE=10 PRINT HYD ID=45 CODE=10 *S ROUTE FLOW FROM DIVERSION TO LADERA DAM 5 COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.034 DIA=48 IN N=0.013 ROUTE MCUNGE ID=8 HYD=UD.4ADAM5 INFLOW ID=45 DT=0HR L=2006 NS=0 SLOPE=0.034 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=8 CODE=10 *S*** ADD FLOW FROM DAM 5 ARROYO TO ROUTED POND #4 OUTFLOW *** *S*** TOTAL DAM 5 INFLOW *** ADD HYD ID=44 HYD=PD5IN ID=8 ID=43 PRINT HYD ID=44 CODE=1 *S* ROUTE FLOW THROUGH POND 5 **** *MODELED AS 2- 2.25' AND 1- 4.5' OUTLETS ROUTE RESERVOIR ID=9 HYD=POND5 INFLOW ID=44 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.00 0 5330.8 14.43 4.2 5331.8 107.70 12.9 5333.8 242.09 22.1 5335.8 286.88 27.8 5337 822.00 31.9 5337.8 4500.00 42.1 5341.8 * 0.00 0 5330.8 * 10.25 4.7 5331.8 * 98.67 14.5 5333.8 * 165.09 24.9 5335 * 190.93 35.2 5335.8 * 224.16 37.8 5337 * 822.00 47.4 5337.8 * 4505.00 59.3 5338.3 PRINT HYD ID=9 CODE=10 *S PROPOSED DAM5 DIVERSION *S DIVIDE 65 CFS FROM DAM 5 TO DAM 6; REMAINING TO I-40 DIVIDE HYD ID=9 Q=175 ID=71 HYD=dam5div ID=9 HYD=todam6 PRINT HYD ID=71 CODE=10 PRINT HYD ID=9 CODE=10 *S ROUTE DAM5 SPILLWAY FLOWS SOUTH IN PROPOSED DAM 5 DIVERSION *S OPT 4 - FLOW ROUTED IN 48 INCH STORM DRAIN (10/7/11) *COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 * MIN EL=0 MAX EL=5 * CH SLP=0.01 FP SLP=0.01 * N=0.015 DIST=30 * DIST ELEV DIST ELEV DIST ELEV DIST ELEV * 0 5 10 0 20 0 30 5 * ROUTE MCUNGE ID=73 HYD=D5DIV1 INFLOW ID=71 DT=0HR L=703 * NS=0 SLOPE=0.01 MATCODE=0 REGCODE=0 CCODE=0 * PRINT HYD ID=73 CODE=10 * COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.02 DIA=48 IN N=0.013 ROUTE MCUNGE ID=73 HYD=D5DIV1 INFLOW ID=71 DT=0HR L=2096 NS=0 SLOPE=0.02 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=73 CODE=10 *S************************************************************************ *S************************************************************************ *S* CONTINUE ON LADERA DAM SYSTEM * *S* LADERA WATERSHED * *S************************************************************************ *S* DAM SYSTEM FOR DAMS 6-12 TAKEN FROM STORMCLOUD MODEL * *S* TO ACCOUNT FOR STORMCLOUD AND CROSSINGS DEVELOPMENT * *S************************************************************************ *S************************************************************************ * RAINFALL FOR LADERA BASINS ABOVE DAM #12 * 2YR *RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=0.683 * RAIN SIX=0.930 RAIN DAY=1.129 DT=.05 * 10YR *RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.160 * RAIN SIX=1.429 RAIN DAY=1.736 DT=.05 * 100YR RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.78 RAIN SIX=2.28 RAIN DAY=2.71 DT=.05 * RAINFALL TAKEN FROM STORMCLOUD MODEL *********************************************************************** *S COMPUTE HYDROGRAPH FOR BASIN L7.1 * BASIN L7.1A IS THE SAME AS L7.1 IN I-40 DMP, WITH AN INCREASE OF * 20% IN AREA *S COMPUTE HYDROGRAPH FOR BASIN L7.1A *S BASIN L7.1A IS DIVERTED TO L9.2A COMPUTE NM HYD ID=99 HYD=L7.1A DA=0.0056 SQ MI PER A=0 PER B=25 PER C=25 PER D=50 TP=-0.133 RAIN=-1 PRINT HYD ID=99 CODE=10 * **S ROUTE OVERLAND FLOW FROM BASIN L7.1 THROUGH BASIN L7.2 ** TYPICAL CROSS SECTION A *COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 * MIN EL=0 MAX EL=3.0 * CH SLP=0.0028 FP SLP=0.0028 * N=0.030 DIST=400 * DIST ELEV DIST ELEV * 0 3 180 2 * 200 0 220 2 * 400 3 *ROUTE MCUNGE ID=50 HYD=L7.2_2 INFLOW ID=1 DT=0HR L=2100 * NS=0 SLOPE=0.0028 MATCODE=0 REGCODE=0 CCODE=0 *PRINT HYD ID=50 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L7.2 COMPUTE NM HYD ID=2 HYD=L7.2 DA=0.0406 SQ MI PER A=33 PER B=11 PER C=18 PER D=38 TP=-0.133 RAIN=-1 PRINT HYD ID=2 CODE=10 * * *S DIVIDE ID=2 INTO 3 THIRDS FOR PONDS 6, 7 AND 8 DIVIDE HYD ID=2 Q=-.333 ID=1 HYD=L7.2_4 ID=3 HYD=L7.2_5 PRINT HYD ID=1 CODE=10 * *S ADD ONE THIRD BASIN L7.2 TO POND 5 OUTFLOW *S ADD 1ST THIRD TO ROUTED FLOW ADD HYD ID=10 HYD=TO_DAM6 ID=1 ID=9 PRINT HYD ID=10 CODE=10 * *S ROUTE FLOW THROUGH POND #6 * CREST=5327.5, TOP=5331.0 * OUTLET MODELED AS A 2-2.0' PIPES ROUTE RESERVOIR ID=9 HYD=POND6 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.00 0 5321.0 34.28 7.24 5323.0 59.38 14.92 5325.0 76.66 23.04 5327.0 80.42 25.07 5327.5 2035.00 40.72 5331.0 PRINT HYD ID=9 CODE=10 * *S ADD 2ND THIRD TO POND 6 OUTFLOW ADD HYD ID=10 HYD=TO_DAM7 ID=1 ID=9 PRINT HYD ID=10 CODE=10 * *S ROUTE FLOW THROUGH POND #7 * CREST=5306, TOP=5310.0 * OUTLET PIPE MODELED AS A 2-2.0' OUTLET PIPES ROUTE RESERVOIR ID=9 HYD=POND7 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.00 0 5300.0 39.10 5.25 5302.3 62.28 10.85 5304.3 78.94 16.82 5306.3 3424.00 29.78 5310.0 PRINT HYD ID=9 CODE=10 * *S ADD LAST THIRD TO POND 7 OUTFLOW ADD HYD ID=11 HYD=TO_DAM8 ID=1 ID=9 PRINT HYD ID=11 CODE=10 * *S ROUTE FLOW THROUGH POND #8 * CREST=5297.0, TOP=5300.0, 2-24" PIPES **** ......DISCHARGE........ EXIST STORAGE **** PIPE SPILLWAY TOTAL AC-FT ELEV **** **** OUTLET CONDUIT 0 0 0 5287.0 **** 12 12 3.15 5288.0 **** 42 42 9.75 5290.0 **** 60 60 16.79 5292.0 **** 74 74 24.22 5294.0 **** 86 86 32.08 5296.0 **** 90 1 91 36.23 5297.0 **** 98 119 217 40.5 5298 **** 104 765 869 49.14 5300 *S ROUTE FLOW THROUGH POND #8 *S CREST=5276.0, TOP=5297.0, 2-24" PIPES WITH 8" ORIFICE PLATES * MODELED AS 2-1.75' PIPES ROUTE RESERVOIR ID=10 HYD=POND8 INFLOW ID=11 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.00 0 5288 6.42 2.6 5289 21.56 7.9 5290 28.92 13.4 5291 34.76 19 5292 39.76 24.7 5293 44.20 30.7 5294 48.22 36.8 5295 51.94 43 5296 55.40 49.4 5297 58.66 55.9 5298 61.74 62.4 5299 64.68 68.9 5300 * 0.00 0.0 5288.0 * 8.16 2.6 5289.0 * 24.28 7.9 5290.0 * 34.34 13.4 5291.0 * 42.06 19.0 5292.0 * 48.56 24.7 5293.0 * 54.30 30.7 5294.0 * 59.48 36.8 5295.0 * 64.24 43.0 5296.0 * 68.68 49.4 5297.0 * 72.84 55.9 5298.0 * 76.78 62.4 5299.0 * 80.54 68.9 5300.0 PRINT HYD ID=10 CODE=10 * * * SEDIMENT BULK CODE=1 BULK FACTOR=1.043 *S ********************************************************************************************************************************************************** ********************************************************************************************************************************************************** *S COMPUTE HYDROGRAPH FOR BASIN L9.1 * BASIN L9.1 IS SUBDIVIDED INTO BASINS L9.1A AND L9.1B *S COMPUTE HYDROGRAPH FOR BASIN L9.1A *COMPUTE NM HYD ID=1 HYD=L9.1A DA=0.1977 SQ MI * PER A=24.9 PER B=15.0 PER C=25.1 PER D=35 * TP=-.212 RAIN=-1 *PRINT HYD ID=1 CODE=10 *S COMPUTE HYDROGRAPH FOR BASIN L9.1B COMPUTE NM HYD ID=9 HYD=L9.1B DA=0.067 SQ MI PER A=41.5 PER B=13.9 PER C=19.6 PER D=25 TP=-0.159 RAIN=-1 PRINT HYD ID=9 CODE=10 * *S ROUTE L9.1B THRU "DAM 9.1" ARROYO, LOCATED IN L9.2B COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.035 FP SLP=.035 N=.015 DIST=30 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 5 10 0 20 0 30 5 ROUTE MCUNGE ID=50 HYD=L9.1B_DAM9.1 INFLOW ID=9 DT=0HR L=807 NS=0 SLOPE=0.035 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S * BASIN L9.2 IS SUBDIVIDED INTO BASINS L9.2, L9.2A AND L9.2B * BASIN L9.2 NOT USED REPLACED WITH BASIN I-2 **S COMPUTE HYDROGRAPH FOR BASIN L9.2 *COMPUTE NM HYD ID=2 HYD=L9.2 DA=0.0085 SQ MI * PER A=12 PER B=19 PER C=21 PER D=48 * TP=-0.133 RAIN=-1 *PRINT HYD ID=2 CODE=10 * *S COMPUTE HYDROGRAPH FOR BASIN L9.2A COMPUTE NM HYD ID=3 HYD=L9.2A DA=0.096 SQ MI PER A=0 PER B=25 PER C=25 PER D=50 TP=-0.133 RAIN=-1 PRINT HYD ID=3 CODE=10 *S DIVIDE 100 CFS From L9.2A TO L9.2B DIVIDE HYD ID=3 Q=100 ID=9 HYD=TOL9.2B ID=3 HYD=L9.2ADIV PRINT HYD ID=9 CODE=10 PRINT HYD ID=3 CODE=10 *S COMBINE ROUTED FLOW FROM L9.2a and L7.1a ADD HYD ID=3 HYD=L9.2BL7.1A ID=3 ID=99 PRINT HYD ID=3 CODE=10 *S PROPOSED POND LOCATED AT THE STORM CLOUD STORM DRAIN *S THIS WAS PUT IN PLACE TO REDUCE THE PEAK OUTFLOW FROM BASIN L9.2A TO 105 CFS. * OUTLET PIPE IS 60 " PIPE ROUTE RESERVOIR ID=96 HYD=PONDL9.2a INFLOW ID=3 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.00 0.00 5244 5.45 0.06 5245 23.10 0.18 5246 51.43 0.34 5247 96.98 0.52 5248 118.77 0.74 5249 137.15 1.00 5250 153.34 1.30 5251 167.97 1.64 5252 PRINT HYD ID=96 CODE=10 *S COMPUTE HYDROGRAPH FOR BASIN L9.2B COMPUTE NM HYD ID=4 HYD=L9.2B DA=0.0122 SQ MI PER A=0 PER B=35 PER C=35 PER D=30 TP=-0.133 RAIN=-1 PRINT HYD ID=4 CODE=10 *S COMBINE ROUTED FLOW FROM DAM 9.1 ARROYO AND BASIN L9.2B ADD HYD ID=5 HYD=DAM9.1L9.2B ID=50 ID=4 PRINT HYD ID=5 CODE=10 *S COMBINE DAM9.1 AND L9.2B AND DIVERT FLOW FROM L9.2A ADD HYD ID=4 HYD=DAM9.1L9.2B ID=5 ID=3 PRINT HYD ID=4 CODE=10 * * * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 * * *S COMBINE L9.1A AND BASIN L9.2A *ADD HYD ID=52 HYD=DAM9.1L9.2B * ID=1 ID=3 *PRINT HYD ID=52 CODE=10 *S COMBINE FLOW WITH L7.1A AND DAM5S DIVERSION TO STORM CLOUD***** ADD HYD ID=96 HYD=L7.1A ID=69 ID=96 PRINT HYD ID=96 CODE=10 *S ********************************************************************************************************************************************** ********************************************************************************************************************************************** *s THIS PORTION OF THE .HYM INCORPORTES AND ACCOUNTS FOR THE FLOW *s FROM BASIN I-2. AND FLOW FROM STRUTURES 1 AND 2 ********************************************************************************************************************************************** ********************************************************************************************************************************************** *S COMPUTE HYDROGRAPH FOR BASIN I2.1 COMPUTE NM HYD ID=92 HYD=I2.1 DA=0.0975 SQ MI PER A=0 PER B=16.7 PER C=33.3 PER D=50 TP=-0.133 RAIN=-1 PRINT HYD ID=92 CODE=10 *S COMPUTE HYDROGRAPH FOR BASIN I2.4 COMPUTE NM HYD ID=93 HYD=I2.4 DA=0.017 SQ MI PER A=60 PER B=30 PER C=10 PER D=0 TP=-0.133 RAIN=-1 PRINT HYD ID=93 CODE=10 *S ROUTE FLOW L7.1A THRU I2 VIA 66"RCP COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.03 DIA=5.5 N=0.013 ROUTE MCUNGE ID=53 HYD=STR1SD1 INFLOW ID=96 DT=0HR L=1430 NS=0 SLOPE=.03 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=53 CODE=10 *S ROUTE FLOW FROM L9.2B THRU I2 VIA 42"RCP COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.03 DIA=3.5 N=0.013 ROUTE MCUNGE ID=52 HYD=STR2SD4 INFLOW ID=4 DT=0HR L=814 NS=0 SLOPE=.03 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=52 CODE=10 *S COMBINE ROUTED FLOwS ADD HYD ID=54 HYD=COMB ID=52 ID=53 PRINT HYD ID=54 CODE=10 *S ROUTE COMBINED FLOW THRU I2 VIA 72"RCP COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.03 DIA=6.0 N=0.013 ROUTE MCUNGE ID=55 HYD=THRUI2 INFLOW ID=54 DT=0HR L=956 NS=0 SLOPE=.03 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=55 CODE=10 *S COMBINE I2.1 AND ROUTED FLOW VIA 72"RCP ADD HYD ID=60 HYD=I2.2I2.1 ID=55 ID=92 PRINT HYD ID=60 CODE=10 *S COMBINE ROUTED STR1 STR2 AND I2.4 ADD HYD ID=56 HYD=SD1I2.4 ID=93 ID=60 PRINT HYD ID=56 CODE=10 *S COMBINE I-2.1 AND I-2.4 AND OTHER UPSTREAM BASINS FLOWING INTO POND#9 ADD HYD ID=61 HYD=I2OTHERS2D9 ID=56 ID=10 PRINT HYD ID=61 CODE=10 *S ROUTE FLOW THROUGH DAM #9 * CREST=5276.0, TOP=5279.0, 2-24" PIPES *S CREST=5276.0, TOP=5279.0, 2-24" PIPES WITH 8.75" ORIFICE PLATES * OUTLET MODELED USING 2-1.69' OUTLETS ROUTE RESERVOIR ID=99 HYD=POND9 INFLOW ID=61 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.00 0 5267 5.70 3.5 5268 26.32 7.1 5269 35.94 10.9 5270 43.48 14.8 5271 49.90 18.9 5272 55.58 23.2 5273 60.74 27.5 5274 65.48 32.1 5275 69.92 36.8 5276 74.08 41.5 5277 78.02 46.2 5278 81.76 51 5279 **** EXISTING STAGE-STORAGE-DISCHARGE **** OUTFLOW AC-FT ELEV ****(CFS) (AC/FT) (FT) **** 0. 0. 5267.0 **** 30. 2.4 5269.0 **** 58. 8.81 5271.0 **** 78. 13.71 5273.0 **** 92. 18.98 5275.0 **** 99 21.79 5276 **** 507. 24.59 5277.0 **** 2741. 30.57 5279.0 * *S SKIP FROM DAM 9 UP TO TOP OF LADERA WATERSHED *S**************************************************************************** *S RETURN TO UPPER LADERA L12 WATERSHED BELOW PROPOSED PETROGLYPH DIVERSION. *S * SEDIMENT BULK CODE=1 BULK FACTOR=1.045 *S COMPUTE HYDROGRAPH FOR BASIN L12.9E COMPUTE NM HYD ID=1 HYD=L12.9E DA=0.5578 SQ MI PER A=45 PER B=24 PER C=16 PER D=15 TP=-0.332 RAIN=-1 PRINT HYD ID=1 CODE=10 *S *S ROUTE L12.9E FLOW IN MIREHAVEN A ARROYO THROUGH BASIN L12.12E * TYPICAL CROSS SECTION C COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.0133 FP SLP=0.0133 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=50 HYD=L12.12_3 INFLOW ID=1 DT=0HR L=1125 NS=0 SLOPE=0.0133 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S * SEDIMENT BULK CODE=1 BULK FACTOR=1.05 *S COMPUTE HYDROGRAPH FOR BASIN L12.12E COMPUTE NM HYD ID=1 HYD=L12.12E DA=0.2116 SQ MI PER A=62 PER B=8 PER C=10 PER D=20 TP=-0.183 RAIN=-1 PRINT HYD ID=1 CODE=10 *S *S ADD DIVIDED L12.12E & L12.9E ADD HYD ID=3 HYD=L12.12_4 ID=1 ID=50 PRINT HYD ID=3 CODE=10 * **S ROUTE L12.11 THROUGH L12.12 **S LTOT=5350 FT. 1ST PART IS CONC CHAN. LAST 1450' IN PETROG NM, NAT CHAN. *COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 * MIN EL=0 MAX EL=5 * CH SLP=0.0189 FP SLP=0.0189 * N=0.015 DIST=30 * DIST ELEV DIST ELEV DIST ELEV DIST ELEV * 0 5 10 0 20 0 30 5 *ROUTE MCUNGE ID=49 HYD=L12.12_1 INFLOW ID=1 DT=0HR L=1900 * NS=0 SLOPE=0.0189 MATCODE=0 REGCODE=0 CCODE=0 *COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 * MIN EL=0 MAX EL=5 * CH SLP=0.0246 FP SLP=0.0246 * N=0.015 DIST=30 * DIST ELEV DIST ELEV DIST ELEV DIST ELEV * 0 5 10 0 20 0 30 5 *ROUTE MCUNGE ID=1 HYD=L12.12_1 INFLOW ID=49 DT=0HR L=2000 * NS=0 SLOPE=0.0246 MATCODE=0 REGCODE=0 CCODE=0 * NATURAL PART IS TYPICAL CROSS SECTION B *COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 * MIN EL=0 MAX EL=10 * CH SLP=0.0246 FP SLP=0.0246 * N=0.030 DIST=300 * DIST ELEV DIST ELEV * 0 10 85 5 135 0 * 165 0 215 5 300 10 *ROUTE MCUNGE ID=50 HYD=L12.12_1 INFLOW ID=1 DT=0HR L=1450 * NS=0 SLOPE=0.0246 MATCODE=0 REGCODE=0 CCODE=0 *PRINT HYD ID=50 CODE=10 **S **S ADD ROUTED L12.11 & L12.3-9 *ADD HYD ID=2 HYD=L12.12_2 * ID=4 ID=50 *PRINT HYD ID=2 CODE=10 **S **S ROUTE COMBINED (L12.3-9,11) THROUGH L12.12 -- VIA MIREHAVEN "A" ** TYPICAL CROSS SECTION C *COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 * MIN EL=0 MAX EL=7.0 * CH SLP=0.0133 FP SLP=0.0133 * N=0.030 DIST=300 * DIST ELEV DIST ELEV * 0 7 110 2 120 0 * 180 0 190 2 300 7 *ROUTE MCUNGE ID=50 HYD=L12.12_3 INFLOW ID=2 DT=0HR L=1125 * NS=0 SLOPE=0.0133 MATCODE=0 REGCODE=0 CCODE=0 *PRINT HYD ID=50 CODE=10 * **SEDIMENT BULK CODE=1 BULK FACTOR=1.040 *S * SEDIMENT BULK CODE=1 BULK FACTOR=1.07 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.10 COMPUTE NM HYD ID=1 HYD=L12.10 DA=0.2219 SQ MI PER A=83 PER B=11 PER C=6 PER D=0 TP=-0.242 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD L12.10 TO MIREHAVEN ROUTED FLOWS ADD HYD ID=4 HYD=L12.10_1 ID=1 ID=3 PRINT HYD ID=4 CODE=10 * *S ROUTE COMBINED THROUGH L12.13 -- *S MIREHAVEN "A" ROUTED FROM PLATEAU ABOVE ESCARPMENT TO BELOW ESCARPMENT * TYPICAL CROSS SECTION C, THREE CHANGES IN SLOPE COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.0211 FP SLP=0.0211 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=49 HYD=L12.13_1 INFLOW ID=4 DT=0HR L=3525 NS=0 SLOPE=0.0211 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=1 VS NO=2 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.5231 FP SLP=0.5231 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=4 HYD=L12.13_1 INFLOW ID=49 DT=0HR L=350 NS=0 SLOPE=0.5231 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=1 VS NO=3 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.0600 FP SLP=0.0600 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=50 HYD=L12.13_1 INFLOW ID=4 DT=0HR L=250 NS=0 SLOPE=0.0600 MATCODE=0 REGCODE=0 CCODE=0 *ROUTE MCUNGE ID=50 HYD=L12.13_1 INFLOW ID=4 DT=0HR L=4125 * NS=0 SLOPE=0.0237 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.13 COMPUTE NM HYD ID=1 HYD=L12.13 DA=0.2609 SQ MI PER A=94 PER B=1 PER C=5 PER D=0 TP=-0.234 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD ROUTED L12.3-12 & L12.13 *S TOTAL MIREHAVEN "A" ARROYO FLOW AT BASE OF ESCARPMENT ADD HYD ID=4 HYD=L12.13_2 ID=1 ID=50 PRINT HYD ID=4 CODE=10 *S * SEDIMENT BULK CODE=1 BULK FACTOR=1.056 *S COMPUTE HYDROGRAPH FOR BASIN L12.14E COMPUTE NM HYD ID=1 HYD=L12.14E DA=0.3147 SQ MI PER A=34 PER B=39 PER C=11 PER D=16 TP=-0.407 RAIN=-1 PRINT HYD ID=1 CODE=10 *S * SEDIMENT BULK CODE=1 BULK FACTOR=1.035 *S COMPUTE HYDROGRAPH FOR BASIN L12.16E COMPUTE NM HYD ID=2 HYD=L12.16E DA=0.4079 SQ MI PER A=30 PER B=22 PER C=20 PER D=28 TP=-0.302 RAIN=-1 PRINT HYD ID=2 CODE=10 * *S ADD L12.14E & L12.16E ADD HYD ID=3 HYD=L12.14_1 ID=1 ID=2 PRINT HYD ID=3 CODE=10 * * **S ROUTE L12.15 THROUGH L12.16 -- MIREHAVEN "C" ARROYO **S LTOT=11100 FT. 1ST PART IS CONC CHAN. LAST 4100' IN PETROG NM, NAT CHAN. *COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 * MIN EL=0 MAX EL=5 * CH SLP=0.0123 FP SLP=0.0123 * N=0.015 DIST=30 * DIST ELEV DIST ELEV DIST ELEV DIST ELEV * 0 5 10 0 20 0 30 5 *ROUTE MCUNGE ID=50 HYD=L12.16_1 INFLOW ID=1 DT=0HR L=3100 * NS=0 SLOPE=0.0123 MATCODE=0 REGCODE=0 CCODE=0 *COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 * MIN EL=0 MAX EL=5 * CH SLP=0.0346 FP SLP=0.0346 * N=0.015 DIST=30 * DIST ELEV DIST ELEV DIST ELEV DIST ELEV * 0 5 10 0 20 0 30 5 *ROUTE MCUNGE ID=1 HYD=L12.16_1 INFLOW ID=50 DT=0HR L=3900 * NS=0 SLOPE=0.0346 MATCODE=0 REGCODE=0 CCODE=0 ** NATURAL PART IS TYPICAL CROSS SECTION C *COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 * MIN EL=0 MAX EL=7.0 * CH SLP=0.0345 FP SLP=0.0345 * N=0.030 DIST=300 * DIST ELEV DIST ELEV * 0 7 110 2 120 0 * 180 0 190 2 300 7 *ROUTE MCUNGE ID=50 HYD=L12.16_1 INFLOW ID=1 DT=0HR L=4100 * NS=0 SLOPE=0.0345 MATCODE=0 REGCODE=0 CCODE=0 *PRINT HYD ID=50 CODE=10 * **S ADD ROUTED L12.15 & L12.16 *ADD HYD ID=2 HYD=L12.16_2 * ID=1 ID=50 *PRINT HYD ID=2 CODE=10 ** *S * SEDIMENT BULK CODE=1 BULK FACTOR=1.065 *S COMPUTE HYDROGRAPH FOR BASIN L12.17 COMPUTE NM HYD ID=1 HYD=L12.17 DA=0.2031 SQ MI PER A=32 PER B=41 PER C=16 PER D=11 TP=-0.196 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD L12.14-16 & L12.17 -- FLOW AT LADERA TRAINING DIKE ADD HYD ID=2 HYD=DIKE ID=1 ID=3 PRINT HYD ID=2 CODE=10 * *S ROUTE COMBINED (L12.14E,L12.16E,L12.17) IN MIREHAVEN DNSTREAM FROM TRNG DIKE *S TO CONFLUENCE WITH MIREHAVEN "A" ARROYO BELOW ESCARPMENT * TYPICAL CROSS SECTION D COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5.0 CH SLP=0.0332 FP SLP=0.0332 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 5 130 2 140 0 260 0 270 2 400 5 ROUTE MCUNGE ID=50 HYD=L12.18_1 INFLOW ID=2 DT=0HR L=2950 NS=0 SLOPE=0.0332 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * *S ADD L12.9E,L12.10,L12.12E,L12.13 & L12.14E,L12.16E,L12.17 *S TOTAL FLOW MIREHAVEN A, B, C ARROYOS BELOW ESCARPMT, DNSTRM FROM TR DIKE ADD HYD ID=3 HYD=L12.18_2 ID=4 ID=50 PRINT HYD ID=3 CODE=10 * *S ROUTE L12.3-17 THROUGH MIREHAVEN ARROYO TO INTERSECTN W/FUTURE 98TH ST *S LTOT=4625 FT. 1ST 1300' IN PETROG NM, NAT CHAN. LAST PART IS CONC CHAN. * NATURAL PART IS TYPICAL CROSS SECTION D COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5.0 CH SLP=0.0221 FP SLP=0.0221 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 5 130 2 140 0 260 0 270 2 400 5 ROUTE MCUNGE ID=4 HYD=L12.18_3 INFLOW ID=3 DT=0HR L=1300 NS=0 SLOPE=0.0221 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5.0 CH SLP=0.0221 FP SLP=0.0221 N=0.015 DIST=30 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 5 10 0 20 0 30 5 ROUTE MCUNGE ID=50 HYD=L12.18_3 INFLOW ID=4 DT=0HR L=3325 NS=0 SLOPE=0.0221 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.050 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.18 COMPUTE NM HYD ID=1 HYD=L12.18 DA=0.5141 SQ MI PER A=42 PER B=21 PER C=21 PER D=16 TP=-0.239 RAIN=-1 PRINT HYD ID=1 CODE=10 *S *S ADD L12.3-17 & L12.18 -- TOTAL FLOW IN MIREHAVEN AT FUTURE 98TH STREET * POSSIBLE LADERA WEST DAM SITE ADD HYD ID=2 HYD=L12.18_4 ID=1 ID=50 PRINT HYD ID=2 CODE=10 *S ****************************************************************************** * RAINFALL FOR BASINS ABOVE DAM 12 AND BELOW "LADERA WEST DAM" RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.78 RAIN SIX=2.28 RAIN DAY=2.71 DT=.05 ****************************************************************************** *S ROUTE COMBINED (L12.13-L12.18) IN MIREHAVEN THRU L12.20 TO DAM#12 COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5.0 CH SLP=0.0289 FP SLP=0.0289 N=0.015 DIST=30 DIST ELEV DIST ELEV DIST ELEV DIST ELEV 0 5 10 0 20 0 30 5 ROUTE MCUNGE ID=51 HYD=L12.20_1 INFLOW ID=2 DT=0HR L=3500 NS=0 SLOPE=0.0289 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=51 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.028 *S ********************************************************************************************************************************************************** ********************************************************************************************************************************************************** *S COMPUTE HYDROGRAPH FOR BASIN L12.19 COMPUTE NM HYD ID=1 HYD=L12.19 DA=0.176 SQ MI PER A=4.25 PER B=16.25 PER C=32 PER D=47.5 TP=-0.141 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S COMPUTE HYDROGRAPH FOR BASIN L12.20A COMPUTE NM HYD ID=4 HYD=L12.20A DA=0.0118 SQ MI PER A=0 PER B=16.7 PER C=33.3 PER D=50 TP=-0.133 RAIN=-1 PRINT HYD ID=4 CODE=10 * * ADD HYD FOR MAX Q TO PROPOSED-- ADD HYD ID=5 HYD=L12.1920A ID=1 ID=4 PRINT HYD ID=5 CODE=10 * *S THE FLOW FROM THE 66"RCP WILL NOT BE ROUTED TO POND#10, IN THIS ANALYSIS *S INSTEAD IT WILL BE ROUTED TO POND#11 *S ROUTE FLOW FROM STR3 THRU 1ST SEGMENT OF I2.2 VIA 66"RCP COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.0162 DIA=5.5 N=0.013 ROUTE MCUNGE ID=55 HYD=THRU66 INFLOW ID=5 DT=0HR L=887 NS=0 SLOPE=.0162 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=55 CODE=10 * BASIN D17 TAKEN FROM "THE CROSSINGS" DRAINAGE REPORT *S COMPUTE HYDROGRAPH FOR BASIN D17 COMPUTE NM HYD ID=7 HYD=D17 DA=0.014 SQ MI PER A=0 PER B=16.7 PER C=33.3 PER D=50 TP=-0.133 RAIN=-1 PRINT HYD ID=7 CODE=10 * ROUTE D17 THROUGH SMALL SEGMENT OF I2.2 VIA 24" RCP COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.0162 DIA=2.0 N=0.013 ROUTE MCUNGE ID=10 HYD=D17THRU24" INFLOW ID=7 DT=0HR L=262 NS=0 SLOPE=0.0162 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=10 CODE=10 * *S COMBINE ROUTED FLOW FROM D17 AND OFFSITE FLOW ADD HYD ID=2 HYD=OFFSANDD17 ID=10 ID=55 PRINT HYD ID=2 CODE=10 * ROUTE COMBINED FLOW THROUGH 2ND SEGMENT OF I2.2 VIA 66" RCP COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.0162 DIA=5.5 N=0.013 ROUTE MCUNGE ID=1 HYD=STR3D17THRU66 INFLOW ID=2 DT=0HR L=778 NS=0 SLOPE=.0162 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=10 *S COMPUTE HYDROGRAPH FOR BASIN I2.2 COMPUTE NM HYD ID=95 HYD=I2.2 DA=0.072 SQ MI PER A=0 PER B=16.7 PER C=33.3 PER D=50 TP=-0.133 RAIN=-1 PRINT HYD ID=95 CODE=10 *S COMBINE ROUTED FLOW WITH BASIN I2.2 - THIS IS FLOW TO POND#11 * ADD HYD FOR ROUTED FLOW OF 2ND SEGMENT WITH BASIN I2.2 ADD HYD ID=2 HYD=D17 ID=95 ID=1 PRINT HYD ID=2 CODE=10 * * ROUTE COMBINED FLOW THROUGH 3RD SEGMENT TO POND#10 VIA 66" RCP *S THIS WILL BE THE TOTAL FLOW RE-ROUTED TO POND#10 *S Note this flow has not been added to the flow from D17.4, and I2.3, *S Routed through pipe to merely determine the flow at end of network to Dam#10 COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.0162 DIA=5.5 N=0.013 ROUTE MCUNGE ID=97 HYD=TOTALRE-ROUTE10 INFLOW ID=2 DT=0HR L=900 NS=0 SLOPE=.0162 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=97 CODE=10 * *S THESE BASINS WILL GO TO POND#10 - via sheet flow *S COMPUTE HYDROGRAPH FOR BASIN I2.3 COMPUTE NM HYD ID=94 HYD=I2.3 DA=0.029 SQ MI PER A=0 PER B=46.5 PER C=46.5 PER D=7 TP=-0.133 RAIN=-1 PRINT HYD ID=94 CODE=10 * *S BASIN D17.4 TAKEN FROM "THE CROSSINGS" DRAINAGE REPORT *S TAKEN AS AREA LEFT FROM BASIN L12.20 MINUS D17 & I-2 *S COMPUTE HYDROGRAPH FOR BASIN D17.4 COMPUTE NM HYD ID=8 HYD=D17.4 DA=0.0018 SQ MI PER A=4 PER B=34 PER C=5 PER D=57 TP=-0.133 RAIN=-1 PRINT HYD ID=8 CODE=10 * * ADD HYD FOR BASINS I2.3 AND D17.4 ADD HYD ID=9 HYD=D17I2.3 ID=94 ID=8 PRINT HYD ID=9 CODE=10 * *S ROUTE OUTFLOW FROM DAM 9 OVERLAND THROUGH SMALL PORTION OF BASIN L12.20 * THIS ACCOUNTS FOR THE TIME IT TAKES FLOW TO GET THRU DAM(S) IN BASIN L12.20 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CHSLP=.021 FP SLP=.027 N=.030 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=10 HYD=TO_DAM10FROMDAM9 INFLOW ID=99 DT=0HR L=439 NS=0 SLOPE=0.021 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=10 CODE=10 * *S ADD ALL COMBINED FLOW INTO DAM#10 *S ADD HYD FOR D17.4, I2.3 AND OVERLAND FLOW ADD HYD ID=11 HYD=TO_DAM10_ALL ID=10 ID=9 PRINT HYD ID=11 CODE=10 * *S ROUTE COMBINED THROUGH DAM #10 *S CHANGED DAM BACK TO AS-BUILT STAGE STORAGE JDE 10/03/11 * CREST=5257.0, TOP=5260.0 ROUTE RESERVOIR ID=9 HYD=POND10 INFLOW ID=11 CODE=10 OUTFLOW STORAGE ELEVATION (CFS) (AC/FT) (FT) 0.00 0 5244 15.60 6.77 5246 26.50 13.95 5248 34.07 21.54 5250 40.25 29.56 5252 45.60 38.01 5254 50.38 46.88 5256 52.61 51.55 5257 * 0 2.0 5244 * 14.2 8.44 5246 * 24.2 16.22 5248 * 31.2 24.6 5250 * 36.9 33.53 5252 * 41.8 43.12 5254 * 48.2 59.02 5257 * 175.2 64.78 5258 * 878.9 68.0 5260 PRINT HYD ID=9 CODE=10 * * OUTFLOW: 1-24" PIPE with a 23" Orifice plate applied * STORAGE: INITIAL INCREASED BY ACTUAL CALCS FROM DTM - 6-23-05 DAM10-PROP1.DTM * THE OUTFLOW WAS NOT CHANGED TO BELOW CALCS, ONLY WITH AN ORIFICE PLATE APPLIED * **** EXISTING STAGE-STORAGE-DISCHARGE **** OUTFLOW AC-FT ELEV ****(CFS) (AC/FT) (FT) **** 0 0 5244.0 **** 14 6.77 5246.0 **** 30 13.95 5248.0 **** 38 21.54 5250.0 **** 47 29.56 5252.0 **** 54 38.01 5254.0 **** 63 51.55 5257.0 ****195 56.22 5258 ****960 66.04 5260.0 *S COMPUTE HYDROGRAPHS FOR BASINS IN THE CROSSINGS *S COMPUTE HYDROGRAPHS FOR BASINS 1-5 COMPUTE NM HYD ID=2 HYD=B1_5 DA=0.016 SQ MI PER A=0 PER B=20 PER C=30 PER D=50 TP=-0.133 RAIN=-1 PRINT HYD ID=2 CODE=10 * *S COMPUTE HYDROGRAPHS FOR BASIN D4 COMPUTE NM HYD ID=1 HYD=D4 DA=0.0012 SQ MI PER A=0 PER B=20 PER C=30 PER D=50 TP=-0.133 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD BASINS D4 AND 1-5 ADD HYD ID=3 HYD=D41_5 ID=2 ID=1 PRINT HYD ID=3 CODE=10 *S *S COMPUTE HYDROGRAPHS FOR BASIN D9 AND D11 COMPUTE NM HYD ID=1 HYD=D911 DA=0.006 SQ MI PER A=30 PER B=30 PER C=33 PER D=7 TP=-0.133 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD BASINS D911 AND UPSTREAM ADD HYD ID=1 HYD=D41_5 ID=3 ID=1 PRINT HYD ID=1 CODE=10 *S *S COMPUTE HYDROGRAPHS FOR BASIN D10 AND D12 COMPUTE NM HYD ID=2 HYD=D1012 DA=0.003 SQ MI PER A=0 PER B=10 PER C=20 PER D=70 TP=-0.133 RAIN=-1 PRINT HYD ID=2 CODE=10 * * *S ADD BASINS D1012 AND UPSTREAM ADD HYD ID=2 HYD=D41_5 ID=2 ID=1 PRINT HYD ID=2 CODE=10 *S *S COMPUTE HYDROGRAPHS FOR BASIN D15 COMPUTE NM HYD ID=3 HYD=D15 DA=0.0044 SQ MI PER A=60 PER B=10 PER C=30 PER D=0 TP=-0.133 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ADD BASINS D15 AND UPSTREAM ADD HYD ID=1 HYD=TO_DAM11 ID=3 ID=2 PRINT HYD ID=1 CODE=10 *S *S ADD ALL FLOW INTO POND#11 PLUS POND#10 FLOW ADD HYD ID=1 HYD=TO_DAM11 ID=1 ID=9 PRINT HYD ID=1 CODE=10 *S *S THIS FLOW SHOULD BE COMBINATION OF ALL ROUTED TO POND #11 *S WITH THE INCLUSION OF TOTAL OF SD3 FLOW *S ADD ALL FLOW FROM POND#10, CROSSINGS, AND TIERRA O, WITH SD3 ADD HYD ID=2 HYD=TOTAL_INTO_DAM11 ID=1 ID=97 PRINT HYD ID=2 CODE=10 *S **************************************************************************************************************************************************** **************************************************************************************************************************************************** *S ROUTE TOTAL FLOW THROUGH DAM #11 * CREST=5234.7, TOP=5236.5, 1-24" ROUTE RESERVOIR ID=9 HYD=POND11 INFLOW ID=2 CODE=10 OUTFLOW STORAGE ELEVATION (CFS) (AC/FT) (FT) 0 0 5225 8 4 5228 37 17 5232 47 29 5234.7 68 30 5235 276 34 5236 503 36.17 5236.5 PRINT HYD ID=9 CODE=10 * CHANGE OUTFLOW FROM 1-24" TO 1-24"& 1-36" **** ......DISCHARGE........ EXIST STORAGE **** PIPES SPILLWAY TOTAL AC-FT ELEV **** **** OUTLET CONDUIT 0 0 0 5225.0 **** 63 63 4 5228.0 **** 117 117 17 5232.0 **** 142 1 143 29 5234.7 **** 153 225 378 34 5236.0 **** 157 449 606 36.17 5236.5 * *S ROUTE OVERLAND FLOW FROM DAM #11 THROUGH BASIN L12.20 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.021 FP SLP=.027 N=.030 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=10 HYD=L12.20_6 INFLOW ID=9 DT=0HR L=2150 NS=0 SLOPE=0.021 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=10 CODE=10 **S PLOT1 *PLOT HYD ID=10 ID=0 Q SCALE=3000 T SCALE=6 *S *S ADD SECOND HALF OF FLOW FROM L12.20 TO MIREHAVEN CHAN *S TOTAL FLOW IN MIREHAVEN CHANNEL NORTH OF DAM 12 ADD HYD ID=3 HYD=L12.20_7 ID=2 ID=51 PRINT HYD ID=3 CODE=10 *S PLOT2 HYD=L12.20_7 TOTAL FLOW IN MIREHAVEN CHANNEL NORTH OF DAM 12 PLOT HYD ID=3 ID=0 Q SCALE=3000 T SCALE=6 *S *S COMBINED MIREHAVEN AND DAM #11 OUTFLOW -- TOTAL FLOW INTO DAM #12 ADD HYD ID=9 HYD=TO_DAM12 ID=3 ID=10 PRINT HYD ID=9 CODE=10 * * FOR DEVELOPED CONDITION, MAY ADD FLOW FROM * BASINS SOUTH OF DAM12 (609, 608) TO COMBINED FLOW ENTERING DAM #12 *ADD HYD ID=12 HYD=IN12 * ID=10 ID=35 *PRINT HYD ID=12 CODE=10 *S *S ROUTE FLOW THROUGH POND #12 * *S*** LADERA POND 12 - EXISTING CHARACTERISTICS *S*** **** ELEVATIONS, PIPE DISCHARGE, SPILLWAY CAPACITY, AND STAGE-STORAGE **** VOLUMES FROM AMAFCA HYDROGRAPHICAL DATA PREPARED BY LEVERTON/DENNEY **** & MacCORNACK/BURNS **** **** ......DISCHARGE........ STORAGE **** PIPE SPILLWAY TOTAL AC-FT ELEV **** **** OUTLET CONDUIT 0 0 0 5202 **** 75 75 5.5 5203 **** 170 170 11.32 5204 **** 325 325 16.5 5205 **** 500 500 23.34 5206 **** 680 680 28.5 5207 **** 765 765 32.3 5207.5 **** 825 825 36.09 5208 **** 890 890 39.5 5208.5 **** 945 945 42.8 5209 **** 1055 1055 49.58 5210 **** SPILLWAY CREST 1175 0 1175 57.5 5211.3 **** 1235 1000 2235 63.80 5212 **** 1310 4500 5810 71.2 5213 **** 1370 10000 11370 75.74 5214 **** 1420 17000 18420 82.5 5215 **** 1485 30000 31485 91.48 5216 **** TOP OF DAM 1582 52568 54150 99.65 5217 * CALCULATED NEW STORAGE BASED ON AREAS OBTAINED BY DIGITIZING NEW CONTOURS * FOR ELEVATIONS 02, 03, 05, 09, 10, AND 11.3 IN DIGIMAP (1/96) *ROUTE RESERVOIR ID=10 HYD=POND12 * INFLOW ID=9 CODE=10 * OUTFLOW STORAGE ELEV * (CFS) (AC-FT) (FT) * 0 0 5202 * 75 2.0 5203 * 325 11.3 5205 * 945 36.2 5209 * 1055 43.9 5210 * 1175 55.4 5211.3 * 2235 63.80 5212 * 5810 71.2 5213 * 11370 75.74 5214 * 18420 82.5 5215 * 31485 91.48 5216 * 54150 99.65 5217 * NEW OUTFLOW DATA PER JASON;STORAGE PER DMP HYDROLOGY;IGNORE DATA OVER 5211.3 *S ADDED NUSIANCE FLOW DIVERSION FROM DAM 12 TO I-40 CHANNEL *S 36" CULVERT WITH INVERT 1' BELOW INVERT OF EXISTING PRINCIPAL SPILLWAY *S DISCHARGE CURVE UP TO ELEVATION 11.3 BASED ON 30" ALONE TO BEST MODEL * 30" PIPE (GROOVE-EDGED) * OUTFLOW ELEVATION * (CFS) (FT) * 0 5201 * 4 5202 * 17 5203 * 42 5205 * 57 5207 * 63 5208 * 68 5209 * 74 5210.2 * 80 5211.3 * 36" PIPE * OUTFLOW ELEVATION * (CFS) (FT) * 0 5201 * 5 5202 * 20 5203 * 56 5205 * 78 5207 * 88 5208 * 97 5209 * 106 5210.2 * 113 5211.3 * 48" PIPE * OUTFLOW ELEVATION * (CFS) (FT) * 0 5201 * 10 5202 * 25 5203 * 78 5205 * 125 5207 * 146 5208 * 164 5209 * 182 5210.2 * 200 5211.3 * 66" PIPE * OUTFLOW ELEVATION * (CFS) (FT) * 0 5201 * 15 5202 * 35 5203 * 100 5205 * 180 5207 * 215 5208 * 248 5209 * 280 5210.2 * 310 5211.3 *ROUTE RESERVOIR ID=10 HYD=POND12 * INFLOW ID=9 CODE=10 * OUTFLOW STORAGE ELEV * (CFS) (AC-FT) (FT) * 0 0.0 5201 * 15 0.1 5202 * 35 2.0 5203 * 100 11.3 5205 * 180 28.8 5207 * 215 32.5 5208 * 248 36.2 5209 * 280 45.7 5210.2 * 310 55.4 5211.3 * 4033 67.5 5212.5 * 9264 75.7 5214 * 18764 91.48 5216 * 24420 99.65 5217 *PRINT HYD ID=10 CODE=10 *S PLOT HYD=POND 12 OUTFLOW BEFORE DIVIDE HYD *PLOT HYD ID=10 ID=0 Q SCALE=3000 T SCALE=6 *S DIVERSION TO I-40 THUR 1 - 66" GROOVE EDGE PIPE *S POND STORAGE INCREASED 100% TO PREVENT POND FROM OVERTOPING *S LBS 10/19/06 - MODIFIED POND STORAGE AT SPILLWAY ELEVATION TO PREVENT SPILL ROUTE RESERVOIR ID=10 HYD=POND12 INFLOW ID=9 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0.0 5201 15 0.2 5202 35 4.0 5203 100 22.6 5205 180 57.6 5207 215 65 5208 248 72.4 5209 280 91.4 5210.2 310 110.8 5211.3 4033 135 5212.5 9264 151.4 5214 18764 183 5216 24420 199.3 5217 PRINT HYD ID=10 CODE=10 *S PLOT HYD=POND 12 OUTFLOW BEFORE DIVIDE HYD PLOT HYD ID=10 ID=0 Q SCALE=3000 T SCALE=6 * **** 100-YEAR SPILLWAY ELEVATION=5211.3 *S **S*** DIVERT 100 CFS FROM DAM 12 TO I-40 DIVERSION PER CRAIG *S THIS HAS BEEN REPLACED BY A RECALLED HYROGRAPH FROM MODEL 3C1 PER DMP *S SEE BELOW *DIVIDE HYD ID=10 PER=-0.09 * ID=37 HYD=blufdiv * ID=38 HYD=ladera * *PRINT HYD ID=37 CODE=10 *S REPLACED BLUFDIV DIVERSION TO THAT FOUND IN 2d_u.hym,FLOW RATE *S CONDITION INSTEAD OF PERCENTAGE AS SHOWN ABOVE DIVIDE HYD ID=10 MAX=120 ID=37 HYD=blufdiv ID=38 HYD=ladera * PLOT6 LADERA CHANNEL *PLOT HYD ID=38 ID=0 Q SCALE=3000 T SCALE=6 * *S PLOT HYD= BLUFDIV PLOT HYD ID=37 ID=0 Q SCALE=3000 T SCALE=6 PRINT HYD ID=38 CODE=10 * *S********************************************************************** *S* CALCULATE TOTAL FLOW IN 98TH STREET STORMDRAIN *S********************************************************************** *S ADD DAM 5 DIVERSION FLOW AND ROUTED ST.3 ADD HYD ID=98 HYD=98STFLOW ID=73 ID=19 PRINT HYD ID=98 CODE=1 *S* ROUTE 98TH STREET FLOW DOWN 98TH STREET TO 98TH STREET POND *S* ROUTE FLOW IN 72" SD PIPE COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLOPE=0.005 DIA=72 IN N=.013 ROUTE MCUNGE ID=50 HYD=98RT INFLOW ID=98 DT=0HR L= 1702.71 NS=0 SLOPE=0.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=0 *S**** COMPUTE BASIN ST.5 **** * COMPUTE NM HYD ID=16 HYD NO=ST.5 DA=0.0476 PER A=0 PER B=5 PER C=5 PER D=90 TP=0.133 RAIN=-1 PRINT HYD ID=16 CODE=1 *S* ROUTE ST.5 ALONG TOP OF BASIN ST.6 TO 98TH STREET BOXES *S* ROUTE FLOW IN 36" SD PIPE *COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLOPE=0.043 * DIA=36 IN N=.013 *ROUTE MCUNGE ID=18 HYD=RTST.3 INFLOW ID=16 DT=0HR L= 1159.37 * NS=0 SLOPE=0.043 MATCODE=0 REGCODE=0 CCODE=0 *PRINT HYD ID=18 CODE=0 *S**** COMPUTE BASIN ST.6 **** *S* COMPUTE NM HYD ID=21 HYD NO=ST.6 DA=0.0538 PER A=0 PER B=5 PER C=5 PER D=90 TP=0.133 RAIN=-1 PRINT HYD ID=21 CODE=1 *S ADD BASIN ST.5 BEFORE ROUTE THROUGH 98TH STREET SURGE POND ADD HYD ID=18 HYD=98STPONDIN ID=16 ID=21 PRINT HYD ID=18 CODE=1 *S* ROUTE ST.6 THROUGH EXISTING CULVERT AT 98TH STREET INTERCHANGE *S* FLOW CONNECTS INTO I40 SYSTEM *S ROUTE OUTFLOW THRU 1- 4x6 CBC COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN EL=0 MAX EL=4 CH SLP=0.023 FP SLOPE=0.023 N=0.015 DIST=6.02 DIST ELEV DIST ELEV DIST ELEV 0 4 0.01 0 6.01 0 6.02 4 ROUTE MCUNGE ID=88 HYD=ST.6OUT INFLOW ID=18 DT=0HR L=60 NS=0 SLOPE=.023 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=88 CODE=10 *S DIVIDE FLOW FROM 72" SD INTO 42" SD CAPACITY AND EXCESS TO SURGE POND DIVIDE HYD ID=30 Q=129 ID=21 HYD=maxflow42"SD ID=16 HYD=42"SDoverflow PRINT HYD ID=21 CODE=1 *S ROUTE THROUGH DUMMY POND TO EXTEND OUTPUT TIME ROUTE RESERVOIR ID=99 HYD=TEMP INFLOW ID=21 CODE=4.4 OUTFLOW (CFS) STORAGE (AC-FT) ELEV (FT) 0 0 5284 200 1 5285 201 1.5 5286 202 1.6 5287 203 1.7 5288 204 1.8 5289 205 1.9 5290 206 2 5291 PRINT HYD ID=99 CODE=1 PRINT HYD ID=16 CODE=5 *S ADD ST.6 AND I40 POND INFLOW ADD HYD ID=30 HYD=I40ST.6 ID=16 ID=88 PRINT HYD ID=30 CODE=10 * *S* ROUTE FLOW THROUGH SURGE POND ** *S SUBTRACTED CAPACITY OF THE PIPE (131CFS) FROM OUTFLOW TO ACCOUNT *S FOR SURGE POND CONDITIONS *S USED 42" PIPE ROUTE RESERVOIR ID=88 HYD=98SURGE INFLOW ID=30 CODE=1 OUTFLOW (CFS) STORAGE (AC-FT) ELEV (FT) 0 0 5280 0.01 1.78 5281 0.02 3.67 5282 0.03 5.69 5283 0.04 7.83 5284 0.05 10.1 5285 0.06 12.5 5286 0.07 15.02 5287 0.08 17.68 5288 0.09 20.49 5289 0.1 23.44 5290 0.2 26.54 5291 1.0 29.79 5292 2.0 31.44 5292.5 PRINT HYD ID=88 CODE=10 *S *S ADD SURGE FLOW OUTFLOW BACK TO SD FLOW * ADD HYD ID=30 HYD=48INTOT ID I=99 ID II=88 PRINT HYD ID=30 CODE=10 *S**** FLOW REACHING IN8 **** *S* COMPUTE NM HYD ID=16 HYD NO=IN8 DA=0.00126 PER A=0 PER B=0 PER C=42.53 PER D=57.47 TP=0.133 RAIN=-1 PRINT HYD ID=16 CODE=1 *S* ADD FLOW FROM IN8 AND FLOW LEAVING THE SURGE POND ADD HYD ID=88 HYD=EATO ID=16 ID=30 PRINT HYD ID=88 CODE=1 *S *S* ROUTE FLOW TO WHERE SD EMPTIES INTO CHANNEL *S* ROUTE FLOW IN 48" SD PIPE COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLOPE=0.0158 DIA=48 IN N=.013 ROUTE MCUNGE ID=30 HYD=RT98TH INFLOW ID=88 DT=0HR L= 2245 NS=0 SLOPE=0.0158 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=30 CODE=0 * *S**** COMPUTE BASIN ST.7 **** *S* COMPUTE NM HYD ID=17 HYD NO=ST.7 DA=0.129 PER A=0 PER B=5 PER C=5 PER D=90 TP=0.133 RAIN=-1 PRINT HYD ID=17 CODE=1 *S ADD ST.7 AND 98TH STREET FLOW ADD HYD ID=20 HYD=ST.7TOT ID=17 ID=50 PRINT HYD ID=20 CODE=1 * *S ADD COMBINED FLOW TO ROUTED ST.5 *S TOTAL 98TH STREET BOXES INFLOW** ADD HYD ID=23 HYD=ST.6TOT ID=20 ID=18 PRINT HYD ID=23 CODE=1 *S ROUTE OUTFLOW THRU 2- 10x8 CBC UNDER 98TH ST * SLOPE OF 98TH ST CBC'S FROM SCANLON PLANS FOR I40 INTERCEPTOR COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN EL=0 MAX EL=8 CH SLP=0.022 FP SLOPE=0.022 N=0.015 DIST=20.03 DIST ELEV DIST ELEV DIST ELEV 0 8 0.01 0 10.01 0 10.02 8 10.03 0 20.02 0 20.03 8 ROUTE MCUNGE ID=2 HYD=98THSUM INFLOW ID=23 DT=0HR L=210 NS=0 SLOPE=.022 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 *S ROUTE FLOW FROM 98TH STREET BOXES THROUGH ST.8 TO I40 CHANNEL *S ROUTE FLOW THROUGH CONCRETE CHANNEL COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1 ELMIN=0 ELMAX=6 CH SLP=0.016 FP SLP=0.016 N=0.013 STA=34 DIST ELEV DIST ELEV DIST ELEV 0 6 12 0 22 0 34 6 ROUTE MCUNGE ID=20 HYD=40BOX INFLOW ID=2 DT=0HR L=2000 NS=0 SLOPE=0.016 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=20 CODE=10 *S* ADD I-40 DIVERSION FLOW TO 98TH STREET BOXES OUTFLOW ADD HYD ID=23 HYD=14098TH ID=20 ID=30 PRINT HYD ID=23 CODE=1 *S *S ROUTE FLOW FROM 98TH STREET POND THROUGH ST.8 THROUGH I40 CHANNEL *S ROUTE FLOW THROUGH CONCRETE CHANNEL COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1 ELMIN=0 ELMAX=6 CH SLP=0.016 FP SLP=0.016 N=0.013 STA=34 DIST ELEV DIST ELEV DIST ELEV 0 6 12 0 22 0 34 6 ROUTE MCUNGE ID=30 HYD=40POND INFLOW ID=23 DT=0HR L=1010 NS=0 SLOPE=0.016 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=30 CODE=10 *S**** COMPUTE BASIN ST.8 **** *S* COMPUTE NM HYD ID=22 HYD NO=ST.8 DA=0.234 PER A=0.71 PER B=27.14 PER C=27.14 PER D=45.01 TP=0.177 RAIN=-1 PRINT HYD ID=22 CODE=1 *S* ADD ST.8 TO I40 CHANNEL** * ADD HYD ID=31 HYD=40ST.8RT ID=22 ID=30 PRINT HYD ID=31 CODE=1 * *S ROUTE FLOW FROM ST.8 THROUGH ST.10 DOWN I40 CHANNEL TO UNSER BLVD. COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1 ELMIN=0 ELMAX=10 CH SLP=0.016 FP SLP=0.016 N=.013 STA=34 DIST ELEV DIST ELEV DIST ELEV 0 6 12 0 22 0 34 6 ROUTE MCUNGE ID=30 HYD=RTST.8 INFLOW ID=31 DT=0HR L=2000 NS=0 SLOPE=0.016 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=30 CODE=10 *S**** COMPUTE BASIN ST.9 **** *S* COMPUTE NM HYD ID=23 HYD NO=ST.9 DA=0.1024 PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=0.182 RAIN=-1 PRINT HYD ID=23 CODE=1 *S**** ROUTE BASIN ST.9 ALONG 60"SD THROUGH ST.12 ALONG LADERA **** COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.015 DIA=60 IN N=0.013 ROUTE MCUNGE ID=24 HYD=RTST.9 INFLOW ID=23 DT=0 HR L=1983.43 NS=0 SLOPE=0.015 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=24 CODE=1 * *S**** COMPUTE BASIN ST.12 **** *S* COMPUTE NM HYD ID=25 HYD NO=ST.12 DA=0.0483 PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=0.133 RAIN=-1 PRINT HYD ID=25 CODE=1 *S* ADD ROUTED ST.9 AND BASIN ST.12** ADD HYD ID=26 HYD=ST9&12 ID=24 ID=25 PRINT HYD ID=26 CODE=1 *S* ADD ROUTED ST.9 AND ST.12 FLOW TO POND #12 SPILLWAY** * ADD HYD ID=24 HYD=INLADD ID=26 ID=37 PRINT HYD ID=24 CODE=1 *S ROUTE FLOW THROUGH PARKWAY SD TO UNSER *S* ROUTE THROUGH CHANNEL COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1 ELMIN=0 ELMAX=10 CH SLP=0.016 FP SLP=0.016 N=.013 STA=50 DIST ELEV DIST ELEV DIST ELEV 0 10 20 0 30 0 50 10 ROUTE MCUNGE ID=9 HYD=RTSPILL INFLOW ID=24 DT=0HR L=1215 NS=0 SLOPE=0.016 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=9 CODE=10 *S**** COMPUTE BASIN ST.10 **** *S* BASIN ST.10 WAS DIVIDED INTO THREE PARTS. ST.10A IS COMBINED WITH THE LADERA DIVERSION AND COMBINED INTO THE PARKWAY SD. *S* ST.10B IS DIVERTED TO THE HANOVER SD. ST.10C IS ROUTED TO THE UNSER POND. *S* *S* COMPUTE BASIN ST.10C COMPUTE NM HYD ID=29 HYD NO=ST.10 DA=0.2788 PER A=10.36 PER B=25 PER C=25 PER D=39.64 TP=0.133 RAIN=-1 PRINT HYD ID=29 CODE=1 *S* COMPUTE ST.10B *S* COMPUTE NM HYD ID=67 HYD NO=ST.10B DA=0.0520 PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=0.133 RAIN=-1 PRINT HYD ID=67 CODE=1 *S DIVIDE BASIN ST.10B *S* PUT 82CFS INTO THE HANOVER SD. REMAINDER GOES TO PARKWAY SD DIVIDE HYD ID=67 Q=82 ID=49 HYD=HANOVER ID=37 HYD=PARKWAY PRINT HYD ID=67 CODE=10 *S* COMPUTE BASIN ST.10A COMPUTE NM HYD ID=1 HYD=ST.10A DA=0.0485 SQ MI PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=0.133 RAIN=-1 PRINT HYD ID=1 CODE=10 *S* ADD PORTION OF ST.10B AND ST.10A** * ADD HYD ID=67 HYD= INLADD ID=1 ID=37 PRINT HYD ID=67 CODE=1 *S* COMBINE ST.10 FLOW WITH PARKWAY FLOW ADD HYD ID=39 HYD= INLADD ID=9 ID=67 PRINT HYD ID=39 CODE=1 *S* ROUTE THROUGH 84" PIPE TO I40 CHANNEL EAST OF UNSER COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.0135 DIA=84 IN N=0.013 ROUTE MCUNGE ID=24 HYD=RTLAD INFLOW ID=39 DT=0 HR L=1477.52 NS=0 SLOPE=0.0135 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=24 CODE=1 *S* ADD ST.10 TO I40 CHANNEL** *S**** UNSER POND INFLOW **** ADD HYD ID=31 HYD=UNSERTOT ID=29 ID=30 PRINT HYD ID=31 CODE=10 *S ROUTE THROUGH UNSER POND FOR 790 CFS WEST MESA DIVERSION *S REVISED POND TO SET SPILLWAY CREST AT 5175.5 CWH 6/15/00 *S OUTLET WORKS = 2 - 4' X 6' CBC'S UNDER UNSER BLVD. ****** COPIED FROM WILSON MODEL ********** *** POND REDUCED BY FACTOR OF 0.62 OF ORIGINAL VOLUME CWH 6/15/00 ROUTE RESERVOIR ID=1 HYD=UNSERPOND INFLOW ID=31 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 37.67 0 5169 84.55 2.92 5169.5 142.57 5.76 5170 113.7 8.67 5170.5 261.05 11.64 5171 368.19 14.67 5171.5 457.77 17.75 5172 553.7 20.89 5172.5 565.38 24.08 5173 576.82 27.33 5173.5 588.04 30.63 5174 599.05 33.99 5174.5 620.49 37.41 5175 * 0.0 0.10 5169 * 6.0 0.88 5170 * 37.0 5.29 5171 * 66.0 7.62 5172 * 85.0 10.16 5173 * 128.0 12.86 5174 * 169.0 15.74 5175 * 198.0 18.80 5176 * 259.0 22.36 5177 * 318.0 26.79 5178 * 362.0 31.78 5179 * 435.0 36.95 5180 * 474.0 42.32 5181 * 497.0 47.88 5182 * 519.0 53.64 5183 * 540.0 59.62 5184 * 561.0 65.81 5185 * 1632.0 72.85 5186 * 3572.0 80.65 5187 * 6065.0 88.45 5188 * 9011.0 96.25 5189 * 12357.0 104.04 5190 * * 0 0.1 5169 * 32.16 0.88 5170 * 64.32 5.29 5171 * 212.3 7.62 5172 * 274.08 10.16 5173 * 324.28 12.86 5174 * 367.7 15.74 5175 * 406.52 18.8 5176 * 441.92 22.36 5177 * 474.7 26.79 5178 * 458.62 31.78 5179 * 490.28 36.95 5180 * 520.02 42.32 5181 * 548.14 47.88 5182 * 574.9 53.64 5183 * 600.46 59.62 5184 PRINT HYD ID=1 CODE=10 *S ROUTE FLOW THROUGH 6x4 CBC 2 BARRELS UNDER UNSER BLVD * SLOPE OF UNSER CBC'S FROM SCANLON PLANS FOR I40 INTERCEPTOR COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN EL=0 MAX EL=4 CH SLP=0.017 FP SLOPE=0.017 N=0.015 DIST=12.01 DIST ELEV DIST ELEV DIST ELEV 0 4 0.01 0 12.0 0 12.01 4 ROUTE MCUNGE ID=28 HYD=PUNSRT INFLOW ID=1 DT=0HR L=210 NS=0 SLOPE=.017 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=28 CODE=10 *S ****************************************************** ****************************************************** *S* SECTION IS COPIED FROM WILSON MODEL FINAL_PU.HMI** ****************************************************** ****************************************************** *S * ROUTE DAM DISCHARGE IN UNSER STORM DRAIN TO LAURELWOOD OUTLET COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.010 DIA=72 N=.013 ROUTE MCUNGE ID=72 HYD=610_4 INFLOW ID=28 DT=0HR L=3200 NS=0 SLOPE=.010 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=72 CODE=10 *S COMPUTE OLF ABOVE AP 611A NORTH SIDE OF I40 AT SPLITTER POND COMPUTE NM HYD ID=1 HYDNO=611.1 DA=.0141SQ MI PER A=0 PER B=18 PER C=24 PER D=58 TP=-0.134 RAIN=-1 PRINT HYD ID=1 CODE=10 *S PARKWAY STORM DRAIN *S ADD BASIN 611 TO PARKWAY SD DISCHARGE ADD HYD ID=92 HYD=108 ID=24 ID=1 PRINT HYD ID=92 CODE=10 *S ROUTE PARKWAY SD THROUGH PROPOSED LOWER SURGE BASIN *S 10 BOTTOM WEIR ELEV 5150-5155 *S ROUTE OLF FROM PARKWAY SD TO 611B USING CHANNEL SECTION COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=5.0 CH SLP=.005 FP SLP=.005 N=.030 STA=15 N=.020 STA=45 N=.030 STA=60 DIST ELEV DIST ELEV DIST ELEV 0 5.0 15.0 0 45 0 60 5.0 ROUTE MCUNGE ID=93 HYD=193 INFLOW ID=92 DT=0HR L=650 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=93 CODE=10 *S *S COMPUTE HYD FOR BASIN 611B COMPUTE NM HYD ID=3 HYDNO=611.2 DA=0.0258 SQ MI PER A=0 PER B=18 PER C=24 PER D=58 TP=-0.1409 RAIN=-1 PRINT HYD ID=3 CODE=10 *S * ADD BASIN 611B TO ROUTED CHANNEL FLOW ADD HYD ID=16 HYD=116 ID=93 ID=3 PRINT HYD ID=16 CODE=10 *S *S ROUTE FLOW FROM 611B TO 611C COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=5.0 CH SLP=.005 FP SLP=.005 N=.030 STA=15 N=.020 STA=45 N=.030 STA=60 DIST ELEV DIST ELEV DIST ELEV 0 5.0 15.0 0 45 0 60 5.0 ROUTE MCUNGE ID=93 HYD=193.1 INFLOW ID=16 DT=0HR L=600 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=93 CODE=10 *S *S COMPUTE HYD FOR BASIN 611C COMPUTE NM HYD ID=4 HYDNO=611.3 DA=0.0156 SQ MI PER A=0 PER B=18 PER C=24 PER D=58 TP=-0.1385 RAIN=-1 PRINT HYD ID=4 CODE=10 *S *S ADD 611C TO ROUTED FLOW FROM 611B ADD HYD ID=17 HYDNO=117 ID=93 ID=4 PRINT HYD ID=17 CODE=10 *S *S ROUTE FLOW FROM 611C TO 611D COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=5.0 CH SLP=.005 FP SLP=.005 N=.030 STA=15 N=.020 STA=45 N=.030 STA=60 DIST ELEV DIST ELEV DIST ELEV 0 5.0 15.0 0 45 0 60 5.0 ROUTE MCUNGE ID=93 HYD=193.2 INFLOW ID=17 DT=0HR L=500 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=93 CODE=10 *S *S COMPUTE HYD FOR BASIN 611D COMPUTE NM HYD ID=5 HYDNO=611.4 DA=0.0114SQ MI PER A=0 PER B=18 PER C=24 PER D=58 TP=-0.1300 RAIN=-1 PRINT HYD ID=5 CODE=10 *S *S ADD 611D TO ROUTED FLOW FROM 611C ADD HYD ID=18 HYDNO=118 ID=5 ID=93 PRINT HYD ID=18 CODE=10 *S *S ROUTE FLOW FROM 611D TO 617 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=5.0 CH SLP=.005 FP SLP=.005 N=.030 STA=15 N=.020 STA=45 N=.030 STA=60 DIST ELEV DIST ELEV DIST ELEV 0 5.0 15.0 0 45 0 60 5.0 ROUTE MCUNGE ID=93 HYD=193.3 INFLOW ID=18 DT=0HR L=550 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=93 CODE=10 *S COMPUTE HYD FOR BASIN 617A COMPUTE NM HYD ID=4 HYD=617 DA=.0082 SQ MI PER A=0 PER B=33 PER C=12 PER D=55 TP=-0.1340 RAIN=-1 PRINT HYD ID=4 CODE=10 *S *S ADD 617A TO ROUTED FLOW FROM 611D ADD HYD ID=19 HYDNO=119 ID=4 ID=93 PRINT HYD ID=19 CODE=10 *S *S ROUTE FLOW FROM 617A TO 617B COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=5.0 CH SLP=.005 FP SLP=.005 N=.030 STA=15 N=.020 STA=45 N=.030 STA=60 DIST ELEV DIST ELEV DIST ELEV 0 5.0 15.0 0 45 0 60 5.0 ROUTE MCUNGE ID=93 HYD=193.3 INFLOW ID=19 DT=0HR L=650 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=93 CODE=10 *S *S COMPUTE HYD FOR BASIN 617B COMPUTE NM HYD ID=14 HYD=617_2 DA=.0031 SQ MI PER A=0 PER B=33 PER C=12 PER D=55 TP=-0.1340 RAIN=-1 PRINT HYD ID=14 CODE=10 *S *S COMPUTE HYD FOR BASIN 617C - 72ND STREET ROW COMPUTE NM HYD ID=24 HYD=617_3 DA=.0032 SQ MI PER A=0 PER B=60 PER C=30 PER D=10 TP=-0.1340 RAIN=-1 PRINT HYD ID=24 CODE=10 *S *S ADD BASIN 617B TO ROUTED FLOW FROM 617A ADD HYD ID=21 HYDNO=120 ID=14 ID=93 PRINT HYD ID=21 CODE=10 *S *S ADD BASIN 617C TO ROUTED FLOW FROM 617A ADD HYD ID=21 HYDNO=121 ID=24 ID=21 PRINT HYD ID=21 CODE=10 *S *S ROUTE FLOW FROM 617B TO 619A COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=5.0 CH SLP=.005 FP SLP=.005 N=.030 STA=15 N=.020 STA=45 N=.030 STA=60 DIST ELEV DIST ELEV DIST ELEV 0 5.0 15.0 0 45 0 60 5.0 ROUTE MCUNGE ID=93 HYD=193.4 INFLOW ID=21 DT=0HR L=1150 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=93 CODE=10 *S****************************************************************************** *S CALCULATE RUNOFF FOR BASINS EAST OF UNSER, SOUTH OF LADERA *S FLOWING TO LAURELWOOD DETENTION POND *S REGION D *S****************************************************************************** *S *S COMPUTE HYD ABOVE AP 613 HANOVER RD 825' WEST OF LAURELWOOD PARKWAY COMPUTE NM HYD ID=6 HYD=613 DA=.050 PER A=0 PER B=19 PER C=20 PER D=61 TP=-0.1477 RAIN=-1 PRINT HYD ID=6 CODE=10 * *S COMPUTE OLF ABOVE AP 614 HANOVER ROAD AND CHERRYWOOD LANE COMPUTE NM HYD ID=5 HYD=614 DA=.0192 SQ MI PER A=0 PER B=20 PER C=21 PER D=59 TP=-0.1740 RAIN=-1 PRINT HYD ID=5 CODE=10 * *S SEPARATE BASIN 613 SS FROM OLF DIVIDE HYD ID=6 Q=98 ID=7 HYD=614_1 SS GOING EAST IN HANOVER ID=8 HYD=614_2 OLF GOING EAST IN HANOVER PRINT HYD ID=7 CODE=10 ****************************************************************************************** ****************************************************************************************** ****************************************************************************************** *S ADD ROUTED SS FLOW FROM BASIN ST.10B TO FLOW IN SS ADD HYD ID=7 HYD=614_1A ID=7 ID=49 PRINT HYD ID=7 CODE=10 *S ROUTE SS DOWN HANOVER COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.0127 DIA=42 N=.013 ROUTE MCUNGE ID=2 HYD=614_3 INFLOW ID=7 DT=0HR L=451 NS=0 SLOPE=.0127 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ROUTE OLF DOWN HANOVER MAJOR LOCAL STREET 40' FL-FL 60' ROW COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.0127 FP SLP=.0127 N=.025 STA=10 N=.017 STA=50 N=.025 STA=60.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 30 .4 49.99 0.0 50 .67 60 1 60.01 1.5 ROUTE MCUNGE ID=3 HYD=614_4 INFLOW ID=8 DT=0HR L=451 NS=0 SLOPE=.0127 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 * *S ADD ROUTED HYDS ADD HYD ID=4 HYD=614_5 ID=2 ID=3 PRINT HYD ID=4 CODE=10 * *S ADD ROUTED HYDS TO FLOW ABOVE AP 614 ADD HYD ID=6 HYD=614_6 ID=4 ID=5 PRINT HYD ID=6 CODE=10 *S *S COMPUTE OLF ABOVE AP 615 HANOVER RD AT LAURELWOOD PARKWAY COMPUTE NM HYD ID=7 HYD=615 DA=0.0813 PER A=0 PER B=21 PER C=22 PER D=57 TP=-0.1903 RAIN=-1 PRINT HYD ID=7 CODE=10 * *S ROUTE SS AND OLF FROM AP 614 DOWN HANOVER RD TO AP 615 DIVIDE HYD ID=6 Q=100 ID=8 HYD=615_1 SS GOING EAST IN HANOVER RD ID=9 HYD=615_2 OLF GOING EAST IN HANOVER RD * *S ROUTE SS DOWN HANOVER COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.0132 DIA=42 N=.013 ROUTE MCUNGE ID=2 HYD=615_3 INFLOW ID=8 DT=0HR L=379 NS=0 SLOPE=.0132 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ROUTE OLF DOWN HANOVER RD COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.0132 FP SLP=.0132 N=.025 STA=10 N=.017 STA=50 N=.025 STA=60.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 30 .4 49.99 0 50 .67 60 1 60.01 1.5 ROUTE MCUNGE ID=3 HYD=615_4 INFLOW ID=9 DT=0HR L=379 NS=0 SLOPE=.0132 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 * *S ADD OLF & SS ADD HYD ID=6 HYD=615_5 ID=2 ID=3 PRINT HYD ID=6 CODE=10 * DIVIDE HYD ID=6 Q=139 ID=8 HYD=615_6 SS IN HANOVER ID=9 HYD=615_7 OLF IN HANOVER *S ROUTE SS IN HANOVER COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.0124 DIA=48 N=.013 ROUTE MCUNGE ID=2 HYD=615_8 INFLOW ID=8 DT=0HR L=380 NS=0 SLOPE=.0124 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 *S ROUTE OLF DOWN HANOVER COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.0124 FP SLP=.0124 N=.025 STA=10 N=.017 STA=50 N=.025 STA=60.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 30 .4 49.99 0 50 .67 60 1 60.01 1.5 ROUTE MCUNGE ID=3 HYD=615_9 INFLOW ID=9 DT=0HR L=380 NS=0 SLOPE=.0124 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 * ADD HYD ID=6 HYD=615_10 ID=2 ID=3 PRINT HYD ID=6 CODE=10 * DIVIDE HYD ID=6 Q=124 ID=8 HYD=615_11 SS GOING E IN HANOVER RD ID=9 HYD=615_12 OLF GOING E IN HANOVER RD *S ROUTE SS COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.0099 DIA=48 N=.013 ROUTE MCUNGE ID=2 HYD=615_13 INFLOW ID=8 DT=0HR L=131 NS=0 SLOPE=.0099 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 *S ROUTE OLF COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.008 FP SLP=.008 N=.025 STA=10 N=.017 STA=50 N=.025 STA=60.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 30 .4 49.99 0 50 .67 60 1 60.01 1.5 ROUTE MCUNGE ID=3 HYD=615_14 INFLOW ID=9 DT=0HR L=131 NS=0 SLOPE=.0099 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 * ADD HYD ID=4 HYD=615_15 ID=2 ID=3 PRINT HYD ID=4 CODE=10 * *S ADD ROUTED SS OLF TO OLF ABOVE AP 615 *S TOTAL HYD AT AP 615 HANOVER RD AND LAURELWOOD PARKWAY ADD HYD ID=6 HYD=615_16 ID=4 ID=7 PRINT HYD ID=6 CODE=10 * *S COMPUTE OLF ABOVE AP 616 LAURELWOOD DETENTION AREA COMPUTE NM HYD ID=5 HYD=616 DA=.1068 SQ MI PER A=0 PER B=21 PER C=22 PER D=57 TP=-0.2659 RAIN=-1 PRINT HYD ID=5 CODE=10 * *S ROUTE SS AND OLF FROM AP 615 TO AP 616 DOWN HANOVER RD *S SEPARATE SS FROM OLF AT AP 615 DIVIDE HYD ID=6 Q=152 ID=7 HYD=616_1 SS GOING E TO LAURELWOOD DETENTION ID=8 HYD=616_2 OLF GOING E TO HANOVER RD * *S ROUTE SS FROM LAURELWOOD PARKWAY TO DETENTION AREA COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.008 DIA=54 N=.013 ROUTE MCUNGE ID=2 HYD=616_3 INFLOW ID=7 DT=0HR L=299 NS=0 SLOPE=.008 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ROUTE OLF FROM AP 615 AT HANOVER AND 72ND STREET COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.008 FP SLP=.008 N=.025 STA=10 N=.017 STA=50 N=.025 STA=60.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 30 .4 49.99 0 50 .67 60 1 60.01 1.5 ROUTE MCUNGE ID=3 HYD=616_4 INFLOW ID=8 DT=0HR L=1150 NS=0 SLOPE=.008 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 *************************************************************** *s* FOR REV_2D.HYM, PUT FLOW THROUGH LAURLWOOD POND INSTEAD OF DIVERT *************************************************************** *S ADD ROUTED SS TO OLF ABOVE AP 616 *S TOTAL INFLOW HYD TO LAURELWOOD DETENTION AREA ADD HYD ID=5 HYD=TO_LARLPOND ID=2 ID=5 PRINT HYD ID=5 CODE=10 *S ADD COMBINED TO ROUTED OLF *S TOTAL INFLOW HYD TO LAURELWOOD DETENTION AREA ADD HYD ID=16 HYD=TO_LARLPOND ID=3 ID=5 PRINT HYD ID=16 CODE=10 * *S ROUTE INFLOW HYD THROUGH LAURELWOOD DETENTION AREA *S USING THE THE STAGE STORAGE CONTAINED IN THE DMP WHICH *S EDITED STORAGE FOR POND TO REFLECT LAURELWOOD POND REGRADING *S CALCS DONE BY F. KALISH 8/94. *S MODIFIED DISCHARGE TO REFLECT NEW OULET AND PREVENT OVERTOPPING *S ROUTE THRU 1-30" CULVERT AT BOTTOM AND 20' WEIR SPILLWAY AT ELEVATION 5 ROUTE RESERVOIR ID=41 HYD=LARLPOND_OUT INFLOW ID=16 CODE=10 OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT) 0 0 0 104.34 0.38 1 123.00 1.18 2 138.63 2.7 3 152.67 5.1 4 165.31 8.7 5 171.21 11.30 5.5 220 13.9 6 240 16.5 6.5 250 20.8 7 350 24.1 7.5 483 28.2 8 790 32.5 8.5 * 0.00 0.00 0 * 7.50 0.38 1 * 15.00 1.18 2 * 22.50 2.70 3 * 29.50 5.10 4 * 37.50 8.70 5 * 100.0 13.9 6 * 0 0 5118 * 1.0 8.96 5120 * 16.88 17.91 5122 * 29.24 26.87 5124 * 37.50 35.82 5126 * ORIGINAL MODEL STAGE STORAGE PRINT HYD ID=41 CODE=10 *PUNCH HYD ID=41 * *S ADD OUTFLOW HYD TO OLF GOING DOWN HANOVER RD *ADD HYD ID=41 HYD=616_7 * ID=3 ID=40 *PRINT HYD ID=41 CODE=10 *S *S****************************************************************************** *S CALCULATE RUNOFF FOR BASINS SOUTH OF I-40 DRAINING TO WEST BLUFF * *S REGION E *S****************************************************************************** *S REMOVED BASINS 510-516 FROM MODEL PER LATEST WEST MESA DIV (AUG 1996) *S *S COMPUTE OLF ABOVE AP 517 WMDC AND BLUEWATER RD COMPUTE NM HYD ID=3 HYD=517 DA=0.0046 SQ MI PER A=0 PER B=12 PER C=13 PER D=75 TP=-0.2383 RAIN=-1 PRINT HYD ID=3 CODE=10 * * *S ROUTE FLOW AT AP 517 TO AP 518 DOWN WMDC *S COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 *S ELMIN=0 ELMAX=10.0 *S CH SLP=.0012 FP SLP=.0012 *S N=.015 STA=50 *S DIST ELEV DIST ELEV DIST ELEV *S 0 10 20 0 30 0 *S 50 10 *S ROUTE MCUNGE ID=2 HYD=518_1 INFLOW ID=3 DT=0HR L=1900 *S NS=0 SLOPE=.0012 MATCODE=0 REGCODE=0 CCODE=0 *S PRINT HYD ID=2 CODE=10 * *S ROUTE FLOW FROM AP 517 TO AP 518 VIA 24 INCH PIPE COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.003 DIA=24 N=0.013 ROUTE MCUNGE ID=2 HYD=518_1 INFLOW ID=3 DT=0HR L=1900 NS=0 SLOPE=.003 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S *S COMPUTE OLF ABOVE AP 518 WMDC AND LOS VOLCANES RD COMPUTE NM HYD ID=3 HYD=518 DA=0.1037 SQ MI PER A=0 PER B=10 PER C=15 PER D=75 TP=-0.4208 RAIN=-1 PRINT HYD ID=3 CODE=10 * * ADD ROUTED FLOW FROM AP 517 TO OLF ABOVE AP 518 ADD HYD ID=10 HYD=518_2 ID=2 ID=3 PRINT HYD ID=10 CODE=10 * *S ROUTE FLOW FROM AP 518 TO AP 522 DOWN WMDC *S COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 *S ELMIN=0 ELMAX=7.6 *S CH SLP=.0012 FP SLP=.0012 *S N=.015 STA=50 *S DIST ELEV DIST ELEV DIST ELEV *S 0 10 20 0 30 0 *S 50 10 *S ROUTE MCUNGE ID=2 HYD=522_1 INFLOW ID=10 DT=0HR L=1130 *S NS=0 SLOPE=.0012 MATCODE=0 REGCODE=0 CCODE=0 *S PRINT HYD ID=2 CODE=10 * *S ROUTE FLOW FROM AP 518 TO AP 522 VIA 66 INCH PIPE COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.003 DIA=66 N=0.013 ROUTE MCUNGE ID=2 HYD=522_1 INFLOW ID=10 DT=0HR L=1130 NS=0 SLOPE=.003 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S *S COMPUTE HYD ABOVE AP 521 COMPUTE NM HYD ID=6 HYD=521 DA=0.0260 SQ MI PER A=0 PER B=7 PER C=9 PER D=84 TP=-0.1632 RAIN=-1 PRINT HYD ID=6 CODE=10 * * ADD ROUTED OLF FROM AP 521 TO WMDC *S TOTAL FLOW AT AP 521 ADD HYD ID=10 HYD=521_1 ID=2 ID=6 PRINT HYD ID=10 CODE=10 *S *S COMPUTE OLF ABOVE AP 522 64TH ST AND FORTUNA RD COMPUTE NM HYD ID=4 HYD=522 DA=0.1223 SQ MI PER A=0 PER B=12 PER C=17 PER D=71 TP=-0.4569 RAIN=-1 PRINT HYD ID=4 CODE=10 * * ADD ROUTED OLF FROM AP 522 TO WMDC ADD HYD ID=13 HYD=522_2 ID=10 ID=4 PRINT HYD ID=13 CODE=10 *S *S COMPUTE OLF ABOVE AP 519 AIRPORT RD AND FORTUNA RD COMPUTE NM HYD ID=3 HYD=519 DA=0.0642 SQ MI PER A=0 PER B=10 PER C=15 PER D=75 TP=-0.1541 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ROUTE OLF FROM AP 519 TO AP 520 DOWN FORTUNA RD 40 FT FL TO FL COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.01 FP SLP=.01 N=.025 STA=10 N=.017 STA=50.01 N=.025 STA=60.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 30 .4 50 0 50.01 .67 60 1 60.01 1.5 ROUTE MCUNGE ID=2 HYD=520_1 INFLOW ID=3 DT=0HR L=1780 NS=0 SLOPE=.01 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 *S *S COMPUTE OLF ABOVE AP 520 FORTUNA RD W OF HIGH SCHOOL COMPUTE NM HYD ID=4 HYD=520 DA=0.0815 SQ MI PER A=0 PER B=23 PER C=19 PER D=58 TP=-0.3318 RAIN=-1 PRINT HYD ID=4 CODE=10 * * ADD ROUTED OLF FROM AP 519 TO OLF ABOVE AP 520 *S TOTAL FLOW AT AP 520 ADD HYD ID=5 HYD=520_2 ID=2 ID=4 PRINT HYD ID=5 CODE=10 * *S ROUTE OLF AT AP 520 TO AP 522 DOWN FORTUNA RD COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.003 FP SLP=.003 N=.025 STA=10 N=.017 STA=50.01 N=.025 STA=60.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 30 .4 50 0 50.01 .67 60 1 60.01 1.5 ROUTE MCUNGE ID=2 HYD=522_3 INFLOW ID=5 DT=0HR L=1510 NS=0 SLOPE=.003 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * * ADD ROUTED OLF FROM AP 520 TO WMDC AT AP522 *S TOTAL HYD AT AP 522 ADD HYD ID=13 HYD=522_4 ID=2 ID=13 PRINT HYD ID=13 CODE=10 * *S ROUTE FLOW THROUGH PROPOSED DETENTION POND AT FORTUNA **S SMITH ENGINEERING STAGE-DISCHARGE DATA, 48" ORIFICE *ROUTE RESERVOIR ID=15 HYD=WMD_POND * INFLOW ID=13 CODE=10 * OUTFLOW(CFS) STORAGE(AC FT) ELEV(FT) * 0 0 0 * 10 1.87 1 * 24 3.8 2 * 46 6.2 3 * 71 9.04 4 * 85 11.6 5 * 115 14.8 6 * 130 18.0 7 * 145 21.41 8 *S REVISED SMITH ENGR'S POND TO PRODUCE 790 CFS IN WMD AT I40. *S ORIFICE = 2-66" PIPES. FACTORED POND STORAGE BY 0.35 ROUTE RESERVOIR ID=15 HYD=WMD_POND INFLOW ID=13 CODE=10 OUTFLOW(CFS) STORAGE(AC FT) ELEV(FT) 0 0 0 20 0.78 1 60 1.60 2 120 2.60 3 200 3.79 4 280 4.87 5 360 6.22 6 425 7.56 7 490 9.00 8 PRINT HYD ID=15 CODE=10 *S *S COMPUTE OLF ABOVE AP 524 UNSER DETENTION AREA COMPUTE NM HYD ID=3 HYD=524 DA=0.1219 SQ MI PER A=0 PER B=0 PER C=62 PER D=38 TP=-0.2322 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ROUTE INFLOW THRU UNSER DETENTION AREA, 24" ORIFICE ROUTE RESERVOIR ID=20 HYD=UNSER_POND INFLOW ID=3 CODE=10 OUTFLOW(CFS) STORAGE(AC FT) ELEV(FT) 0 0 0 5 1.5 1 15 5.05 2 21 9.45 3 88 14.4 4 205 20.1 5 PRINT HYD ID=20 CODE=10 *S *S COMPUTE OLF ABOVE AP 525 COMPUTE NM HYD ID=3 HYD=525 DA=0.0493 SQ MI PER A=0 PER B=0 PER C=61 PER D=39 TP=-0.1410 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ROUTE OUTFLOW FROM AP 524 TO AP 525 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 ELMIN=0 ELMAX=4 CH SLP=.0076 FP SLP=.0076 N=.03 STA=44 DIST ELEV DIST ELEV DIST ELEV 0 4 12 0 32 0 44 4 ROUTE MCUNGE ID=2 HYD=525_1 INFLOW ID=20 DT=0HR L=2400 NS=0 SLOPE=.0076 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * * ADD ROUTED OLF FROM AP 524 TO OLF ABOVE AP 525 *S TOTAL OLF AT AP 525 ADD HYD ID=4 HYD=525_2 ID=2 ID=3 PRINT HYD ID=4 CODE=10 *S *S COMPUTE OLF ABOVE AP 526 W OF HIGH SCHOOL ON GLENRIO RD COMPUTE NM HYD ID=3 HYD=526 DA=0.0465 SQ MI PER A=0 PER B=12 PER C=17 PER D=71 TP=-0.1579 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ROUTE OLF AT AP 525 TO AP 526 DOWN GLENRIO RD 40 FT FL TO FL 60 FT ROW COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.0131 FP SLP=.0131 N=.025 STA=10 N=.017 STA=50.01 N=.025 STA=60.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 30 .4 50 0 50.01 .67 60 1 60.01 1.5 ROUTE MCUNGE ID=2 HYD=526_1 INFLOW ID=4 DT=0HR L=1600 NS=0 SLOPE=.0131 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * * ADD ROUTED OLF FROM AP 525 TO OLF ABOVE AP 526 ADD HYD ID=8 HYD=526_2 ID=2 ID=3 PRINT HYD ID=8 CODE=10 * *S ROUTE OLF FROM AP 526 TO AP 528 DOWN GLENRIO RD 40 FT FL TO FL 60 FT ROW COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.003 FP SLP=.003 N=.025 STA=10 N=.017 STA=50.01 N=.025 STA=60.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 30 .4 50 0 50.01 .67 60 1 60.01 1.5 ROUTE MCUNGE ID=2 HYD=528_1 INFLOW ID=8 DT=0HR L=1550 NS=0 SLOPE=.003 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 *S *S COMPUTE OLF ABOVE AP 528 64TH ST AND GLENRIO RD COMPUTE NM HYD ID=4 HYD=528 DA=0.0344 SQ MI PER A=0 PER B=13 PER C=18 PER D=69 TP=-0.3578 RAIN=-1 PRINT HYD ID=4 CODE=10 * * ADD ROUTED OLF FROM AP 526 TO OLF ABOVE AP 528 ADD HYD ID=6 HYD=528_2 ID=2 ID=4 PRINT HYD ID=6 CODE=10 *S *S COMPUTE OLF ABOVE AP 527 WEST MESA HIGH SCHOOL AT 64TH AND GLENRIO COMPUTE NM HYD ID=1 HYD=527 DA=0.0531 SQ MI PER A=0 PER B=21 PER C=29 PER D=50 TP=-0.6130 RAIN=-1 PRINT HYD ID=1 CODE=10 * * ADD OLF FROM AP 527 TO AP 528 *S TOTAL FLOW AT AP 528 BEFORE ROUTING FLOW AT AP 522 TO AP 528 ADD HYD ID=7 HYD=528_3 ID=1 ID=6 PRINT HYD ID=7 CODE=10 * *S ROUTE FLOW FROM WMD_POND TO AP 528 NORTH IN WMDC *S COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 *S ELMIN=0 ELMAX=11.4 *S CH SLP=.0015 FP SLP=.0015 *S N=.015 STA=14.02 *S DIST ELEV DIST ELEV DIST ELEV *S 0 12 .01 0 14.01 0 *S 14.02 12 *S ROUTE MCUNGE ID=2 HYD=528_4 INFLOW ID=15 DT=0HR L=1100 *S NS=0 SLOPE=.0015 MATCODE=0 REGCODE=0 CCODE=0 *S PRINT HYD ID=2 CODE=10 * *S ROUTE FLOW FROM WMD_POND TO AP 528 VIA 90 INCH PIPE COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.003 DIA=90 N=0.013 ROUTE MCUNGE ID=2 HYD=528_4 INFLOW ID=15 DT=0HR L=1100 NS=0 SLOPE=.003 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S TOTAL HYD IN WMDC AT AP 528 WEST MESA DIVERSION AND GLENRIO RD ADD HYD ID=10 HYD=528_5 ID=7 ID=2 PRINT HYD ID=10 CODE=10 *S *S COMPUTE OLF ABOVE AP 529 YELLOW FREIGHT AT HANOVER RD *S REVISED AREA 7/30/96. OLD WAS .0175; NEW=.0264 COMPUTE NM HYD ID=9 HYD=529 DA=0.0264 SQ MI PER A=0 PER B=4 PER C=28 PER D=68 TP=-0.1830 RAIN=-1 PRINT HYD ID=9 CODE=10 *S *S COMPUTE HYD FOR BASIN 532 I40 BASIN COMPUTE NM HYD ID=4 HYD=532 DA=0.0328 SQ MI PER A=0 PER B=0 PER C=77 PER D=23 TP=-0.363 RAIN=-1 PRINT HYD ID=4 CODE=10 *S *S COMPUTE OLF ABOVE AP 530 64TH ST AND HANOVER RD COMPUTE NM HYD ID=5 HYD=530 DA=0.0865 SQ MI PER A=0 PER B=5 PER C=5 PER D=90 TP=-0.3947 RAIN=-1 PRINT HYD ID=5 CODE=10 * * ADD 532 & 530 ADD HYD ID=5 HYD=530_1 ID=4 ID=5 PRINT HYD ID=5 CODE=10 * *S ROUTE OLF FROM AP 529 TO AP 530 W IN HANOVER RD ASSUME 42" SS COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.004 DIA=42 N=.013 ROUTE MCUNGE ID=2 HYD=530_2 INFLOW ID=9 DT=0HR L=650 NS=0 SLOPE=.004 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ROUTE OLF FROM AP 530 E IN HANOVER TO 64TH ST ASSUME 48" SS COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.006 DIA=48 N=.013 ROUTE MCUNGE ID=3 HYD=530_3 INFLOW ID=5 DT=0HR L=550 NS=0 SLOPE=.006 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 * *S ADD ROUTED FLOWS FROM AP 529 AND AP 530 ADD HYD ID=4 HYD=530_4 ID=2 ID=3 PRINT HYD ID=4 CODE=10 * *S ROUTE FLOW AT AP 528 TO AP 530 N IN WMDC ASSUME VERT WALLS 12 FT BOTTOM *S COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 *S ELMIN=0 ELMAX=11.4 *S CH SLP=.0015 FP SLP=.0015 *S N=.015 STA=14.02 *S DIST ELEV DIST ELEV DIST ELEV *S 0 12 .01 0 14.01 0 *S 14.02 12 *S ROUTE MCUNGE ID=8 HYD=530_5 INFLOW ID=10 DT=0HR L=1100 *S NS=0 SLOPE=.0015 MATCODE=0 REGCODE=0 CCODE=0 *S PRINT HYD ID=8 CODE=10 * *S ROUTE FLOW AT AP 528 TO AP 530 N IN WMD VIA 102 INCH PIPE COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.003 DIA=102 N=0.013 ROUTE MCUNGE ID=8 HYD=530_5 INFLOW ID=10 DT=0HR L=1100 NS=0 SLOPE=.003 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=8 CODE=10 * * ADD ROUTED HYDS AT AP 530 ADD HYD ID=10 HYD=530_6 ID=8 ID=4 PRINT HYD ID=10 CODE=10 *S *S COMPUTE OLF ABOVE AP 403 COORS BLVD AND HANOVER RD *S REVISED AREA 7/30/96. OLD WAS .0355; NEW=.0100 COMPUTE NM HYD ID=5 HYD=403 DA=0.0100 SQ MI PER A=0 PER B=13 PER C=3 PER D=84 TP=-0.1630 RAIN=-1 PRINT HYD ID=5 CODE=10 * *S TOTAL FLOW IN WMDC AT AP 530 64TH ST AND HANOVER RD ADD HYD ID=10 HYD=530_7 ID=5 ID=10 PRINT HYD ID=10 CODE=10 *S *S COMPUTE OLF ABOVE AP 531 WMDC AT I-40 CULVERTS COMPUTE NM HYD ID=3 HYD=531 DA=0.0181 SQ MI PER A=0 PER B=0 PER C=77 PER D=23 TP=-0.1791 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ROUTE FLOW AT AP 530 TO AP 531 N IN WMDC *S COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 *S ELMIN=0 ELMAX=11.4 *S CH SLP=.0015 FP SLP=.0015 *S N=.015 STA=14.02 *S DIST ELEV DIST ELEV DIST ELEV *S 0 12 .01 0 14.01 0 *S 14.02 12 *S ROUTE MCUNGE ID=2 HYD=531_1 INFLOW ID=10 DT=0HR L=2080 *S NS=0 SLOPE=.0015 MATCODE=0 REGCODE=0 CCODE=0 *S PRINT HYD ID=2 CODE=10 * *S ROUTE FLOW AT AP 530 TO AP 531 N IN WMD VIA 120 INCH PIPE COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.003 DIA=120 N=0.013 ROUTE MCUNGE ID=2 HYD=531_1 INFLOW ID=10 DT=0HR L=2080 NS=0 SLOPE=.003 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 *S *S COMPUTE OLF ABOVE AP 404 ESTANCIA DR AND ILIFF RD *S REVISED AREA 7/30/96. OLD WAS .0538; NEW=.0274 COMPUTE NM HYD ID=5 HYD=404 DA=0.0274 SQ MI PER A=0 PER B=13 PER C=3 PER D=84 TP=-0.5920 RAIN=-1 PRINT HYD ID=5 CODE=10 * * ADD TO ROUTED FLOW ADD HYD ID=2 HYD=531_1.5 ID=5 ID=2 PRINT HYD ID=2 CODE=10 * * ADD ROUTED FLOW FROM AP 530 TO OLF ABOVE AP 531 *S TOTAL FLOW AT AP 531 WMDC ENTERING I-40 CULVERTS ADD HYD ID=33 HYD=531_2 ID=2 ID=3 PRINT HYD ID=33 CODE=10 PLOT HYD ID=33 ID=0 Q SCALE=3000 T SCALE=6 * * *S ROUTE FLOW THRU I-40 BOX CULVERTS 2-10 BY 12 *S TOTAL ROUTED OLF FROM WMDC ENTERING I-40 INTERCEPTOR COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 ELMIN=0 ELMAX=12 CH SLP=.0028 FP SLP=.0028 N=.015 STA=20.02 DIST ELEV DIST ELEV DIST ELEV 0 12 .01 0 20.01 0 20.02 12 ROUTE MCUNGE ID=42 HYD=531_3 INFLOW ID=33 DT=0HR L=400 NS=0 SLOPE=.0028 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=42 CODE=10 *S *S ********************************************************************* * OMITTED REGION F WITH BASINS 501 THROUGH 509 BECAUSE * * TOTAL FLOW AT 509 GOES TO AMOLE DOES NOT CONTRIBUTE TO WB OUTFALL * ********************************************************************* ********************************************************************* * OMITTED REGION G WITH BASINS 301 AND 302 BECAUSE * * THEIR TOTAL FLOW DOES NOT CONTRIBUTE TO WB OUTFALL * ********************************************************************* ********************************************************************* * OMITTED REGION H BASINS 401 & 402 BECAUSE * THEIR TOTAL FLOW DOES NOT CONTRIBUTE TO WB OUTFALL * ********************************************************************* * *S *S****************************************************************************** *S CALCULATE RUNOFF FOR BASINS NORTHWEST OF PONDS 13 THROUGH 14 * *S REGION I * *S****************************************************************************** * RAINFALL FOR LADERA BASINS NOT INCLUDING ABOVE DAM #12, SAME AS W BLUFF RAIN * *S *S ROUTE DAM #12 OUTFLOW THRU CHANNEL TO UNSER BOX CULVERTS COMPUTE RATING CURVE ID=1 VS NO=1 SEG=1 MIN EL=100 MAX EL=104 CH SLP=0.0016 FP SLP=0.0016 N=0.030 DIST=144 FT DIST ELEV DIST ELEV 0 106 12 100 132 100 144 106 ROUTE MCUNGE ID=8 HYD=L13.1_1 INFLOW ID=38 DT=0HR L=1300 NS=0 SLOPE=.0016 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=8 CODE =10 *S *S COMPUTE HYDROGRAPH FOR BASIN L13.1 COMPUTE NM HYD ID=3 HYD=L13.1 DA=0.1313 SQ MI PER A=0 PER B=26 PER C=30 PER D=44 TP=-0.222 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ADD L13.1 FLOW TO CHANNEL BEFORE UNSER BOX CULVERTS -- TOTAL INTO DAM#13 ADD HYD ID=13 HYD=TO_DAM13 ID=3 ID=8 PRINT HYD ID=13 CODE=10 * *S ROUTE FLOW THRU DAM #13 * OUTFLOW UPSIZED TO 7- 54" RCP'S ROUTE RESERVOIR ID=6 HYD=POND13 INFLOW ID=13 CODE=10 OUTFLOW (CFS) STORAGE (AC FT) ELEVATION (FT) 0 0 5184 70. 3.15 5185 315. 9.76 5187 595 16.79 5189 825 24.22 5191 1020 32.08 5193 1070 34.16 5193.5 1340 36.23 5194 5272 51.45 5197.5 PRINT HYD ID=6 CODE=10 * *S ROUTE OUTFLOW THRU CHANNEL PART WAY TO DAM #14 * CHANNEL W/GABION DROP STRUCTURES COMPUTE RATING CURVE ID=1 VS NO=1 SEG=1 MIN EL=100 MAX EL=104 CH SLP=0.0016 FP SLP=0.0016 N=0.040 DIST=124 DIST ELEV DIST ELEV 0 106 12 100 112 100 124 106 ROUTE MCUNGE ID=4 HYD=L14.8_1 INFLOW ID=6 DT=0HR L=2100 NS=0 SLOPE=.0016 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=4 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L14.8 * WAS BASIN 130 IN DAM15 STUDY COMPUTE NM HYD ID=3 HYD=L14.8 DA=0.1906 SQ MI PER A=0 PER B=7 PER C=37 PER D=56 TP=-0.208 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ADD BASIN L14.8 TO CHANNEL FLOW ADD HYD ID=5 HYD=L14.8_2 ID=3 ID=4 PRINT HYD ID=5 CODE=10 * *S ROUTE TOTAL FLOW REST OF WAY THRU CHANNEL TO DAM 14 * CHANNEL W/GABION DROP STRUCTURES COMPUTE RATING CURVE ID=1 VS NO=1 SEG=1 MIN EL=100 MAX EL=104.25 CH SLP=0.0016 FP SLP=0.0016 N=0.040 DIST=124 DIST ELEV DIST ELEV 0 106 12 100 112 100 124 106 ROUTE MCUNGE ID=16 HYD=L14.8_3 INFLOW ID=5 DT=0HR L=2100 NS=0 SLOPE=.0016 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=16 CODE=10 *S *S FROM ABOVE ESCARPMENT -- L14 BASINS * * SEDIMENT BULK CODE=1 BULK FACTOR=1.08 *S *S COMPUTE HYDROGRAPH FOR BASIN L14.1 COMPUTE NM HYD ID=1 HYD=L14.1 DA=0.4984 SQ MI PER A=91 PER B=4 PER C=5 PER D=0 TP=-0.380 RAIN=-1 PRINT HYD ID=1 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L14.2 COMPUTE NM HYD ID=2 HYD=L14.2 DA=0.3188 SQ MI PER A=79 PER B=8 PER C=13 PER D=0 TP=-0.345 RAIN=-1 PRINT HYD ID=2 CODE=10 * *S ADD L14.1 TO L14.2 ADD HYD ID=3 HYD=L14.3_1 ID=1 ID=2 PRINT HYD ID=3 CODE=10 *S *S ROUTE L14.1 & L14.2 HYD THRU L14.3 * FIRST PART OF ROUTE IS IN PETROGLYPH NM. ASSUME TYPICAL CROSS SECTION D COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5.0 CH SLP=0.0229 FP SLP=0.0229 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 5 130 2 140 0 260 0 270 2 400 5 ROUTE MCUNGE ID=20 HYD=L14.3_2 INFLOW ID=3 DT=0HR L=3150 NS=0 SLOPE=.0229 MATCODE=0 REGCODE=0 CCODE=0 * LAST PART OF ROUTE IS IN EXISTING CONC CHANNEL. COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=6 CH SLP=0.0229 FP SLP=0.0229 N=0.015 DIST=130 DIST ELEV DIST ELEV 0 6 50 5 60 0 70 0 80 5 130 6 ROUTE MCUNGE ID=4 HYD=L14.3_2 INFLOW ID=20 DT=0HR L=2050 NS=0 SLOPE=.0229 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=4 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.058 *S *S COMPUTE HYDROGRAPH FOR BASIN L14.3 * WAS BASIN 131 IN DAM15 STUDY COMPUTE NM HYD ID=3 HYD=L14.3 DA=0.1813 SQ MI PER A=27 PER B=25 PER C=29 PER D=19 TP=-0.199 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ADD L14.3 TO (L14.1,2) ADD HYD ID=5 HYD=L14.3_3 ID=3 ID=4 PRINT HYD ID=5 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.032 *S *S COMPUTE HYDROGRAPH FOR BASIN L14.4 * WAS BASIN 132.1 IN DAM15 STUDY COMPUTE NM HYD ID=3 HYD=L14.4 DA=0.0469 SQ MI PER A=4 PER B=28 PER C=22 PER D=46 TP=-0.133 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ADD L14.4 TO (L14.1-3) ADD HYD ID=7 HYD=L14.4_1 ID=3 ID=5 PRINT HYD ID=7 CODE=10 * *S ROUTE FLOW THRU 3-10'x4'x175' CBC HW/D=1.5 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEG=1 MIN EL=100 MAX EL=104 CH SLP=0.00214 FP SLP=0.00214 N=0.015 DIST= 30.06 DIST ELEV DIST ELEV DIST ELEV 0.00 104 0.01 100 10.01 100 10.02 104 10.03 100 20.03 100 20.04 104 20.05 100 30.05 100 30.06 104 ROUTE MCUNGE ID=8 HYD=L14.4_2 INFLOW ID=7 DT=0HR L=175 NS=0 SLOPE=.00214 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=8 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.028 *S *S COMPUTE HYDROGRAPH FOR BASIN L14.5 * BASIN L14.5 = BASINS 130.2 + 130.3 FROM NW MESA DMP COMPUTE NM HYD ID=1 HYD=L14.5 DA=0.0828 SQ MI PER A=6 PER B=29 PER C=31 PER D=34 TP=-0.133 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L14.5 THRU BASIN L14.6 VIA 98TH STREET * USED LADERA DR STREET SECTION COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 EL MAX=1.5 CH SLP=.0121 FP SLP=.0121 N=.025 STA=10 N=.017 STA=96 N=.025 STA=106.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 34 .48 34.01 .98 53 1.36 72 .98 72.01 .48 95.99 0 96 .67 106 1.5 106.01 1.5 ROUTE MCUNGE ID=50 HYD=L14.6_1 INFLOW ID=1 DT=0HR L=2250 NS=0 SLOPE=.0121 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L14.6 * WAS BASIN 130.1 IN DAM15 STUDY COMPUTE NM HYD ID=6 HYD=L14.6 DA=0.0438 SQ MI PER A=0 PER B=22 PER C=22 PER D=56 TP=-0.156 RAIN=-1 PRINT HYD ID=6 CODE=10 * *S ADD L14.6 & ROUTED L14.5 ADD HYD ID=3 HYD=L12.6_2 ID=50 ID=6 PRINT HYD ID=3 CODE=10 *S *S ROUTE FLOW THRU INLET TO 48" PIPE ROUTE RESERVOIR ID=2 HYD=L14.4_3 INFLOW ID=3 CODE=10 OUTFLOW(CFS) STORAGE(AC FT) DEPTH(FT) 0 0 0 127.8 0.1 0.1 127.9 14.9 5.9 128.0 15.0 6.0 *S ROUTE THRU 900' OF 48" RCP PIPE COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.00686 DIA=48. N=0.013 ROUTE MCUNGE ID=7 HYD=L14.4_4 INFLOW ID=2 DT=0HR L=900 NS=0 SLOPE=.00686 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=7 CODE=10 * *S TOTAL FLOW FROM L14.1-4,6 INTO LADERA CHANNEL ADD HYD ID=4 HYD=L14.7_1 ID=7 ID=8 PRINT HYD ID=4 CODE=10 * *S ROUTE FLOW DOWN LADERA CHANNEL * CHANNEL W/GABION DROP STRUCTURES COMPUTE RATING CURVE ID=1 VS NO=1 SEG=1 MIN EL=100 MAX EL=104.25 CH SLP=0.0016 FP SLP=0.0016 N=0.040 DIST=100 DIST ELEV DIST ELEV 0 110 20 100 80 100 100 110 ROUTE MCUNGE ID=5 HYD=L14.7_2 INFLOW ID=4 DT=0HR L=3000 NS=0 SLOPE=.0016 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L14.7 * WAS BASIN 132 IN DAM15 STUDY COMPUTE NM HYD ID=3 HYD=L14.7 DA=0.0891 SQ MI PER A=0 PER B=8 PER C=20 PER D=72 TP=-0.196 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ADD TO FLOW IN LADERA CHANNEL ADD HYD ID=4 HYD=L14.7_3 ID=3 ID=5 PRINT HYD ID=4 CODE=10 * *S FLOW (FROM BASINS L14.1-4 AND L14.6,7) INTO DAM #14 ADD HYD ID=20 HYD=L14.7_4 ID=4 ID=16 PRINT HYD ID=20 CODE=10 *S *S****************************************************************************** *S CALCULATE RUNOFF FOR BASINS JUST SOUTH OF LADERA PONDS 13 THROUGH 14 * *S REGION J * *S****************************************************************************** * RAINFALL FOR LADERA BASINS NOT INCLUDING ABOVE DAM #12, SAME AS W BLUFF RAIN * *S *S COMPUTE HYD ABOVE AP 201 NORTH OF CL OF LADERA DR COMPUTE NM HYD ID=10 HYD=201.3 DA=0.0172 SQ MI PER A=0 PER B=12 PER C=37 PER D=51 TP=-0.1333 RAIN=-1 PRINT HYD ID=10 CODE=10 *S *S COMPUTE HYD ABOVE AP 201 SOUTH OF CL OF LADERA DR COMPUTE NM HYD ID=11 HYD=201.4 DA=0.0032 SQ MI PER A=0 PER B=4 PER C=1 PER D=95 TP=-0.1333 RAIN=-1 PRINT HYD ID=11 CODE=10 *S *S COMPUTE HYD ABOVE AP 202 NORTH OF CL OF LADERA DR COMPUTE NM HYD ID=8 HYD=202.3 DA=0.0257 SQ MI PER A=0 PER B=17 C=29 PER D=54 TP=-0.1450 RAIN=-1 PRINT HYD ID=8 CODE=10 *S *S COMPUTE HYD ABOVE AP 202 SOUTH OF CL OF LADERA DR COMPUTE NM HYD ID=9 HYD=202.4 DA=0.0031 SQ MI PER A=0 PER B=4 PER C=1 PER D=95 TP=-0.1333 RAIN=-1 PRINT HYD ID=9 CODE=10 * *S ROUTE SS AND OLF FROM AP 201 TO AP 202 (THRU 202.3-202.4) *S DIVIDE SS FROM HYD AT AP 201 NORTH OF CL OF LADERA DR DIVIDE HYD ID=10 Q=26 ID=5 HYD=202_6 SS GOING NORTH IN LADERA DR ID=6 HYD=202_7 OLF GOING NORTH IN LADERA DR * *S ROUTE SS NORTH IN LADERA DR COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.0172 DIA=24 N=.013 ROUTE MCUNGE ID=2 HYD=202_8 INFLOW ID=5 DT=0HR L=1560 NS=0 SLOPE=.0172 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ROUTE OLF FROM AP 201 TO AP 202 NORTH SIDE OF LADERA DR COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.0169 FP SLP=.0169 N=.025 STA=9 N=.017 STA=33.32 N=.025 STA=43.32 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 9 .67 9.01 0 33.31 .5 33.32 1.17 43.32 1.5 ROUTE MCUNGE ID=3 HYD=202_9 INFLOW ID=6 DT=0HR L=1300 NS=0 SLOPE=.0169 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 * *S ADD OLF ABOVE AP 202 TO ROUTED HYD FROM AP 201 NORTH SIDE LADERA DR ADD HYD ID=5 HYD=202_1 ID=3 ID=8 PRINT HYD ID=5 CODE=10 * * *S ROUTE HYD FROM AP 201 (SOUTH SIDE) TO AP 202 SOUTH SIDE OF LADERA DR COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.0169 FP SLP=.0169 N=.025 STA=9 N=.017 STA=33.32 N=.025 STA=43.32 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 9 .67 9.01 0 33.31 .5 33.32 1.17 43.32 1.5 ROUTE MCUNGE ID=3 HYD=202_2 INFLOW ID=11 DT=0HR L=1300 NS=0 SLOPE=.0169 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 *S ADD HYD ID=4 HYD=202_3 ID=3 ID=9 PRINT HYD ID=4 CODE=10 *S TOTAL HYD AT AP 202 NORTH SIDE OF LADERA DR ADD HYD ID=6 HYD=202_4 ID=2 ID=5 PRINT HYD ID=6 CODE=10 *S *S COMPUTE HYD ABOVE AP 203 72ND AT LADERA DR COMPUTE NM HYD ID=1 HYD=203 DA=0.0248 SQ MI PER A=0 PER B=31 PER C=31 PER D=38 TP=-0.1333 RAIN=-1 PRINT HYD ID=1 CODE=10 *S *S COMPUTE HYD ABOVE AP 204 LADERA DR AT 72ND NORTH SIDE COMPUTE NM HYD ID=3 HYD=204.3 DA=0.0152 SQ MI PER A=0 PER B=16 PER C=30 PER D=54 TP=-0.1333 RAIN=-1 PRINT HYD ID=3 CODE=10 *S *S COMPUTE HYD ABOVE AP 204 SOUTH SIDE COMPUTE NM HYD ID=5 HYD=204.4 DA=0.0025 SQ MI PER A=0 PER B=4 PER C=1 PER D=95 TP=-0.1333 RAIN=-1 PRINT HYD ID=5 CODE=10 * *S ROUTE HYDS FROM AP 202 TO AP 204 NORTH SIDE * DIVIDE SS FROM OLF AT AP 202 DIVIDE HYD ID=6 Q=30 ID=10 HYD=204_5 SS GOING NORTH IN LADERA DR ID=11 HYD=204_6 OLF GOING NORTH IN LADERA DR N CL * *S ROUTE SS FROM AP 202 TO AP 204 COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.0069 DIA=30 N=.013 ROUTE MCUNGE ID=2 HYD=204_7 INFLOW ID=10 DT=0HR L=1670 NS=0 SLOPE=.0069 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ROUTE OLF FROM AP 202 TO AP 204 NORTH SIDE COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.0115 FP SLP=.0115 N=.025 STA=9 N=.017 STA=33.32 N=.025 STA=43.32 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 9 .67 9.01 0 33.31 .5 33.32 1.17 43.32 1.5 ROUTE MCUNGE ID=6 HYD=204_8 INFLOW ID=11 DT=0HR L=1300 NS=0 SLOPE=.0115 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=6 CODE=10 * *S TOTAL ROUTED OLF ABOVE AP 204 NORTH SIDE ADD HYD ID=7 HYD=204_9 ID=3 ID=6 PRINT HYD ID=7 CODE=10 * *S ADD ROUTED SS FLOW TO TOTAL ROUTED OLF AT AP 204 ADD HYD ID=8 HYD=204_1 ID=7 ID=2 PRINT HYD ID=8 CODE=10 * *S ROUTE SOUTH SIDE OF LADERA FROM AP 202 TO AP 204 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.0115 FP SLP=.0115 N=.025 STA=9 N=.017 STA=33.32 N=.025 STA=43.32 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 9 .67 9.01 0 33.31 .5 33.32 1.17 43.32 1.5 ROUTE MCUNGE ID=2 HYD=204_2 INFLOW ID=4 DT=0HR L=1300 NS=0 SLOPE=.0115 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S OLF IN SOUTH SIDE OF LADERA WEST OF 72ND STREET ADD HYD ID=6 HYD=204_3 ID=2 ID=5 PRINT HYD ID=6 CODE=10 * *S ADD HYD ABOVE AP 203 TO TOTAL FLOW AT AP 204 *S OLF IN SOUTH SIDE OF LADERA AT 72ND STREET ADD HYD ID=7 HYD=204_4 ID=1 ID=6 PRINT HYD ID=7 CODE=10 * *S ADD TOTAL FLOW AT AP 204 (204 N. SIDE AND 203) TO AP 204 S. SIDE *S TOTAL HYD AT AP 204 LADERA DR AT 72ND ST NORTH AND SOUTH SIDES ADD HYD ID=9 HYD=204_5 ID=7 ID=8 PRINT HYD ID=9 CODE=10 * *S *S SS DISCHARGES TO LADERA DAM NO 14; *S FLOW THAT CAN'T GET INTO SS GOES NORTH ON LADERA, LEAVES WBLUFF WATERSHED DIVIDE HYD ID=9 Q=64 ID=43 HYD=204_6 SS DISCHARGING TO DAM ID=19 HYD=204_7 OLF GOING NORTH IN LADERA DR PRINT HYD ID=43 CODE=10 PRINT HYD ID=19 CODE=10 * *S ADD FLOWS ABOVE POND #14 *S TOTAL FLOW ENTERING POND #14 ADD HYD ID=14 HYD=TO_DAM14 ID=20 ID=43 PRINT HYD ID=14 CODE=10 *S *S ROUTE FLOW THRU DAM #14 *>>>>> *>>>>>INCLUDE DIVERSION OF 200 CFS TO WEST BLUFF SYSTEM *>>>>> USE 1 - 48" RCP FOR MODELING PURPOSES 100-YR = 10.5' APPROX. *>>>>> ROUTE RESERVOIR ID=8 HYD=POND14 INFLOW ID=14 CODE=10 OUTFLOW(CFS) STORAGE(AcFt) ELEV(FT) 0 0 5114 144 17.05 5116 324 35.10 5118 432 53.90 5120 522 73.50 5122 594 93.65 5124 636 107.9 5125.3 1481 115.6 5126 5514 134.4 5127.5 PRINT HYD ID=8 CODE=10 *S >>>>> *S >>>>> DIVIDE 0 CFS FROM LADERA POND #14 AND SEND TO WEST BLUFF DIVIDE HYD ID=8 Q=0.1 ID=44 HYD=TO_LADOURAY ID=45 HYD=15INFLOW *>>>>> *>>>>> ROUTE 0 CFS DOWNSTREAM TO WEST BLUFF OUTFALL IN PROPOSED 60" RCP *>>>>> * ROUTE FLOW FROM POND #14 AT WEST BLUFF OUTFALL COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=0.00686 DIA=60 N=0.013 ROUTE MCUNGE ID=18 HYD=RTE_TO_WB INFLOW ID=44 DT=0HR L=3900 NS=0 SLOPE=.00686 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=18 CODE=10 *S *S****************************************************************************** *S CALCULATE RUNOFF FOR SINGLE BASIN JUST SOUTH OF POND 14 * *S REGION K *S****************************************************************************** *S *S COMPUTE HYD ABOVE AP 205 LADERA DR WEST OF OURAY DR COMPUTE NM HYD ID=3 HYD=205 DA=0.0077 SQ MI PER A=0 PER B=0 PER C=75 PER D=25 TP=-0.1333 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ROUTE OLF FROM AP 204 TO AP 205 NORTH IN LADERA DR COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.0131 FP SLP=.0131 N=.025 STA=10 N=.017 STA=96.01 N=.025 STA=100.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 25 .5 25.01 1 43 1.2 61 1 61.01 .5 96 0 96.01 .67 100 1 100.01 1.5 ROUTE MCUNGE ID=2 HYD=205_1 INFLOW ID=19 DT=0HR L=1300 NS=0 SLOPE=.0131 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S TOTAL OLF AT AP 205 ADD HYD ID=4 HYD=205_2 ID=2 ID=3 PRINT HYD ID=4 CODE=10 *S * SS DISCHARGE TO LADERA DETENTION AREA DAM NO 15 * SS IS AT A LOW PT; ID=46 IS 24" RCP & GOES TO DAM 15 DIVIDE HYD ID=4 Q=32 ID=46 HYD=205_3 SS FLOW ID=2 HYD=205_4 REMAINDER *S *S *S****************************************************************************** *S CALCULATE RUNOFF FOR BASINS DRAINING TO WEST BLUFF OUTFALL AT COORS ROAD * *S REGION L *S****************************************************************************** *S *S ADD LAURELWOOD POND TO THE UNSER SPILLWAY STORMDRAIN ADD HYD ID=4 HYD=617_5 ID=72 ID=41 PRINT HYD ID=4 CODE=10 * *S ROUTE UNSER STORM DRAIN FROM LAURELWOOD TO 68TH STREET COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.005 DIA=96 N=.013 ROUTE MCUNGE ID=74 HYD=610_4 INFLOW ID=4 DT=0HR L=1300 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=74 CODE=10 *S *S******************************************************************* *S*** CONTINUED ROUTING OF SD FROM 68TH STREET TO WB- LEM 1/2/06 *S******************************************************************* *S ROUTE UNSER STORM DRAIN FROM 68TH STREET TO WB COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.005 DIA=96 N=.013 ROUTE MCUNGE ID=73 HYD=610_4 INFLOW ID=74 DT=0HR L=1300 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=73 CODE=10 *S******************************************************************** *S COMPUTE OLF ABOVE AP 618A TORATOLLA ACERS COMPUTE NM HYD ID=6 HYD=618_1 DA=.0520SQ MI PER A=0 PER B=19 PER C=39 PER D=42 TP=-0.2418 RAIN=-1 PRINT HYD ID=6 CODE=10 *S *S COMPUTE OLF ABOVE AP 618B SCHOOL AND PART OF LA MESA DEL OESTE COMPUTE NM HYD ID=7 HYD=618_2 DA=.0461 SQ MI PER A=0 PER B=19 PER C=39 PER D=42 TP=-0.1612 RAIN=-1 PRINT HYD ID=7 CODE=10 *S *S ROUTE OLF FROM BASIN 618A THOUGH 618B ASSUME 32'FL-FL STREET SECTION COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.005 FP SLP=.005 N=.025 STA=9 N=.017 STA=41 N=.025 STA=50.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 9 .67 9.01 0 25 .32 40.99 0 41 .67 50 1 50.01 1.5 ROUTE MCUNGE ID=3 HYD=618_3 INFLOW ID=6 DT=0HR L=1100 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 *S *S ADD ROUTED FLOW FROM 618A TO FLOW FROM 618B ADD HYD ID=5 HYD=618_4 ID=7 ID=3 PRINT HYD ID=5 CODE=10 *S *S ROUTE COMBINED FLOW FROM BASINS 618A&B VIA SD TO 619B COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.010 DIA=48 N=.013 ROUTE MCUNGE ID=86 HYD=618_5 INFLOW ID=5 DT=0HR L=350 NS=0 SLOPE=.010 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=86 CODE=10 ************************************************************************ *S COMPUTE OLF ABOVE AP 619A CHAMISA COMPUTE NM HYD ID=7 HYD=619 DA=.0220 SQ MI PER A=0 PER B=25 PER C=20 PER D=55 TP=-0.1340 RAIN=-1 PRINT HYD ID=7 CODE=10 *S ADD BASIN 619A TO ROUTED FLOW FROM 617B ADD HYD ID=22 HYD=122 ID=7 ID=93 PRINT HYD ID=22 CODE=10 *S *S ROUTE 619A TO 619B COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=5.0 CH SLP=.005 FP SLP=.005 N=.030 STA=15 N=.020 STA=45 N=.030 STA=60 DIST ELEV DIST ELEV DIST ELEV 0 5.0 15.0 0 45 0 60 5.0 ROUTE MCUNGE ID=93 HYD=193.4 INFLOW ID=22 DT=0HR L=350 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=93 CODE=10 *S *S COMPUTE OLF ABOVE AP 619B CANDLEWOOD COMPUTE NM HYD ID=5 HYD=620 DA=.0045SQ MI PER A=0 PER B=25 PER C=20 PER D=55 TP=-0.1340 RAIN=-1 PRINT HYD ID=5 CODE=10 *S *S ADD BASIN 619B TO ROUTED FLOW FROM 619A ADD HYD ID=10 HYD=619_6 ID=5 ID=93 PRINT HYD ID=10 CODE=10 *S ADD BASINS 618A&B TO ROUTED FLOW AT 619B ADD HYD ID=23 HYD=123 ID=10 ID=86 PRINT HYD ID=23 CODE=10 *S *S ROUTE 619B TO 621A COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=5.0 CH SLP=.005 FP SLP=.005 N=.030 STA=15 N=.020 STA=45 N=.030 STA=60 DIST ELEV DIST ELEV DIST ELEV 0 5.0 15.0 0 45 0 60 5.0 ROUTE MCUNGE ID=93 HYD=193.4 INFLOW ID=23 DT=0HR L=750 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=93 CODE=10 *S *S COMPUTE OLF ABOVE AP 621A EAST PART OF LA MESA DEL OESTE COMPUTE NM HYD ID=7 HYD=621_1 DA=.0235SQ MI PER A=0 PER B=19 PER C=39 PER D=42 TP=-0.1340 RAIN=-1 PRINT HYD ID=7 CODE=10 *S *S ADD BASINS 621A TO ROUTED FLOW FROM 619B ADD HYD ID=24 HYD=124 ID=7 ID=93 PRINT HYD ID=24 CODE=10 *S *S ASSUME BASIN 619C CONTRIBUTES NO RUNOFF TO THE CHANNEL *S ROUTE 621A TO 621B COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=5.0 CH SLP=.005 FP SLP=.005 N=.030 STA=15 N=.020 STA=45 N=.030 STA=60 DIST ELEV DIST ELEV DIST ELEV 0 5.0 15.0 0 45 0 60 5.0 ROUTE MCUNGE ID=93 HYD=193.4 INFLOW ID=24 DT=0HR L=550 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=93 CODE=10 *S *S COMPUTE OLF ABOVE AP 621B JUNIPER RUN COMPUTE NM HYD ID=6 HYD=621_3 DA=.0143SQ MI PER A=0 PER B=19 PER C=39 PER D=42 TP=-0.1340 RAIN=-1 PRINT HYD ID=6 CODE=10 *S *S ADD BASIN 621B TO ROUTED FLOW FROM 621A ADD HYD ID=25 HYD=125 ID=6 ID=93 PRINT HYD ID=25 CODE=10 *S *S COMPUTE OLF ABOVE AP 621C COMPUTE NM HYD ID=6 HYD=621_5 DA=.0320 MI PER A=0 PER B=20 PER C=20 PER D=60 TP=-0.1448 RAIN=-1 PRINT HYD ID=6 CODE=10 *S *S ROUTE FLOW FROM 621C IN STORM DRAIN TO 1-40 CHANNEL COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.0090 DIA=30 N=.013 ROUTE MCUNGE ID=2 HYD=621_6 INFLOW ID=6 DT=0HR L=700 NS=0 SLOPE=.0090 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 *S *S COMPUTE HYD FOR BASIN 621D - 64TH STREET FROM JUNIPER TO CHANNEL COMPUTE NM HYD ID=6 HYD=627 DA=0.0015 PER A=0 PER B=19 PER C=39 PER D=42 TP=-0.1448 RAIN=-1 PRINT HYD ID=6 CODE=10 *S *S ADD BASIN 621D TO ROUTED FLOW FROM 621C ADD HYD ID=4 HYD=621_8 ID=6 ID=2 PRINT HYD ID=4 CODE=10.0 *S *S ADD BASIN 621C TO ROUTED FLOW AT 621B ADD HYD ID=26 HYD=126 ID=4 ID=25 PRINT HYD ID=26 CODE=10 *S *S ROUTE FLOW FROM 621B TO 622A COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=5.0 CH SLP=.005 FP SLP=.005 N=.030 STA=15 N=.020 STA=45 N=.030 STA=60 DIST ELEV DIST ELEV DIST ELEV 0 5.0 15.0 0 45 0 60 5.0 ROUTE MCUNGE ID=93 HYD=193.4 INFLOW ID=26 DT=0HR L=550 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=93 CODE=10 *S************************************************************************************ *S* CHANGED WILSON MODEL TO INCLUDE FLOW FROM WMDC * *S************************************************************************************ *S ADD ROUTED HYD FROM AP 531 TO ROUTED FLOW FROM 621B *S TOTAL HYD AT CONFLUENCE OF I40 CHANNEL AND WMDC ADD HYD ID=31 HYD=622_5 ID=42 ID=93 PRINT HYD ID=31 CODE=0 * *S COMPUTE OLF ABOVE AP 622A COMPUTE NM HYD ID=6 HYD=622_1 DA=.009 MI PER A=0 PER B=19 PER C=39 PER D=42 TP=-0.1340 RAIN=-1 PRINT HYD ID=6 CODE=10 *S *S ADD BASIN 622A TO ROUTED FLOW FROM 621B ADD HYD ID=27 HYD=127 ID=6 ID=31 PRINT HYD ID=27 CODE=10 *S*********************************************************************************** *S* END OF CHANGES TO INCLUDE WMDC * *S*********************************************************************************** *S *S COMPUTE OLF ABOVE AP 622B COMPUTE NM HYD ID=6 HYD=622_2 DA=.006643 MI PER A=0 PER B=30 PER C=35 PER D=35 TP=-0.1340 RAIN=-1 PRINT HYD ID=6 CODE=10 *S *S ADD BASIN 622B TO ROUTED FLOW FROM 622A ADD HYD ID=28 HYD=128 ID=6 ID=27 PRINT HYD ID=28 CODE=10 *S * ROUTE CHANNEL FLOW THROUGH THE WEST BLUFF OUTFALL DEBRIS BASIN *ROUTE RESERVOIR ID=93 HYD=621_10 * INFLOW ID=27 CODE=12.4 * OUTFLOW STORAGE ELEV * (CFS) (AC-FT) (FT) * 0 0 5087 * 6.0 1.75 5088 * 10.35 3.57 5089 * 13.35 5.45 5090 * 15.80 7.39 5091 * 485.94 9.40 5092 * 1394.25 11.47 5093 * * 0.0 0.00 5079 * 0.20 0.01 5080 * 0.40 0.25 5081 * 0.60 0.54 5082 * 0.80 0.86 5083 * 1.0 1.22 5084 * 1.3 1.63 5085 * 1.6 2.36 5086 * 2.0 3.47 5087 * 40.0 4.63 5088 * 351.0 5.84 5089 * 524.0 7.10 5090 * 693.0 8.41 5091 * 1110.0 9.78 5092 * 1254.0 11.19 5093 *S??????????????????????????????????????????????? *S ADD UNSER SD TO PARKWAY CHANNEL ADD HYD ID=99 HYD=610_16 ID=73 ID=28 PRINT HYD ID=99 CODE=10 *S???????????????????????????????????????????????? * ROUTE CHANNEL FLOW THROUGH THE WEST BLUFF OUTFALL DEBRIS BASIN *ROUTE RESERVOIR ID=93 HYD=621_10 * INFLOW ID=99 CODE=12.4 * OUTFLOW STORAGE ELEV * (CFS) (AC-FT) (FT) * 0 0 5087 * 6.0 1.75 5088 * 10.35 3.57 5089 * 13.35 5.45 5090 * 15.80 7.39 5091 * 485.94 9.40 5092 * 1394.25 11.47 5093 *S*********************************************************************************** *S* END OF COPIED SECTION FROM WILSON FINAL_PU.HMI * *S*********************************************************************************** * *S COMPUTE OLF ABOVE AP 623 68TH ST AND MIAMI RD COMPUTE NM HYD ID=7 HYD=623 DA=.0300 SQ MI PER A=0 PER B=13 PER C=19 PER D=68 TP=-0.1504 RAIN=-1 PRINT HYD ID=7 CODE=10 *S *S COMPUTE OLF ABOVE AP 624 COMPUTE NM HYD ID=6 HYD=624 DA=.0465 SQ MI PER A=0 PER B=9 PER C=18 PER D=73 TP=-0.2267 RAIN=-1 PRINT HYD ID=6 CODE=10 *S *S COMPUTE OLF ABOVE AP 625 64TH ST AND MIAMI RD COMPUTE NM HYD ID=5 HYD=625 DA=.0386 SQ MI PER A=0 PER B=9 PER C=17 PER D=74 TP=-0.1374 RAIN=-1 PRINT HYD ID=5 CODE=10 * *S ROUTE OLF FROM AP 623 TO AP 625 DOWN MIAMI RD 40 FT FL TO FL 60 FT ROW COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.0054 FP SLP=.0054 N=.025 STA=10 N=.017 STA=50 N=.025 STA=60.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 30 .4 49.99 0 50 .67 60 1 60.01 1.5 ROUTE MCUNGE ID=2 HYD=625_4 INFLOW ID=7 DT=0HR L=1170 NS=0 SLOPE=.0054 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ADD ROUTED FLOW FROM AP 623 TO OLF ABOVE AP 625 ADD HYD ID=4 HYD=625_5 ID=2 ID=5 PRINT HYD ID=4 CODE=10 * *S ROUTE OLF FROM AP 624 TO AP 625 ASSUME 32 FT FL TO FL ST SECTION COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.003 FP SLP=.003 N=.025 STA=9 N=.017 STA=41 N=.025 STA=50.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 9 .67 9.01 0 25 .32 40.99 0 41 .67 50 1 50.01 1.5 ROUTE MCUNGE ID=3 HYD=625_6 INFLOW ID=6 DT=0HR L=580 NS=0 SLOPE=.003 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 * *S ADD ROUTED OLF FROM AP 624 TO AP 625 ADD HYD ID=10 HYD=625_7 ID=3 ID=4 PRINT HYD ID=10 CODE=10 *S *S COMPUTE OLF ABOVE AP 626 ESTANCIA DR AND MIAMI RD COMPUTE NM HYD ID=3 HYD=626 DA=.0744 SQ MI PER A=0 PER B=11 PER C=20 PER D=69 TP=-0.1918 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ROUTE OLF AT AP 625 TO AP 626 ASSUME 40 FT FL TO FL STREET SECTION COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.0108 FP SLP=.0108 N=.025 STA=10 N=.017 STA=50 N=.025 STA=60.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 30 .4 49.99 0 50 .67 60 1 60.01 1.5 ROUTE MCUNGE ID=2 HYD=626_4 INFLOW ID=10 DT=0HR L=1050 NS=0 SLOPE=.0108 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ADD ROUTED HYD FROM AP 625 TO OLF ABOVE AP 626 *S TOTAL OLF AT AP 626 ESTANCIA AVENUE ADD HYD ID=20 HYD=626_5 ID=2 ID=3 PRINT HYD ID=20 CODE=10 *S *S COMPUTE OLF ABOVE AP 627 57TH ST AND QUAIL RD COMPUTE NM HYD ID=4 HYD=627 DA=.0861 SQ MI PER A=0 PER B=20 PER C=20 PER D=60 TP=-0.2298 RAIN=-1 PRINT HYD ID=4 CODE=10 *S *S COMPUTE OLF ABOVE AP 628 OURAY RD EAST OF ESTANCIA RD COMPUTE NM HYD ID=10 HYD=628 DA=.0559 SQ MI PER A=0 PER B=22 PER C=22 PER D=56 TP=-0.5402 RAIN=-1 PRINT HYD ID=10 CODE=10 *S *S COMPUTE OLF ABOVE AP 629 57TH ST AND OURAY RD COMPUTE NM HYD ID=5 HYD=629 DA=.0581 SQ MI PER A=0 PER B=6 PER C=15 PER D=79 TP=-0.2010 RAIN=-1 PRINT HYD ID=5 CODE=10 * *S ROUTE OLF FROM AP 627 TO AP 629 DOWN ATRISCO DR (COLLECTOR) ASSUME 36" SS DIVIDE HYD ID=4 Q=37 ID=9 HYD=629_4 SS GOING N IN LADERA ID=8 HYD=629_5 OLF GOING N IN LADERA * *S ROUTE SS FROM AP 627 TO AP 629 DOWN ATRISCO DR COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.004 DIA=36 N=.013 ROUTE MCUNGE ID=2 HYD=629_4 INFLOW ID=9 DT=0HR L=1100 NS=0 SLOPE=.004 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ROUTE OLF FROM AP 627 TO AP 629 DOWN ATRISCO DR COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.003 FP SLP=.003 N=.025 STA=10 N=.017 STA=58 N=.025 STA=68.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 34 .48 57.99 0 58 .67 68 1 68.01 1.5 ROUTE MCUNGE ID=3 HYD=629_7 INFLOW ID=8 DT=0HR L=1100 NS=0 SLOPE=.003 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 * *S ROUTE OLF FROM AP 628 TO AP 629 DOWN OURAY RD ASSUME 24" SS DIVIDE HYD ID=10 Q=12 ID=9 HYD=629_8 SS GOING N IN LADERA ID=8 HYD=629_9 OLF GOING N IN LADERA * *S ROUTE SS FROM AP 628 TO AP 629 E IN OURAY RD COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.004 DIA=24 N=.013 ROUTE MCUNGE ID=4 HYD=629_1 INFLOW ID=9 DT=0HR L=900 NS=0 SLOPE=.004 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=4 CODE=10 * *S ROUTE OLF FROM AP 628 TO AP 629 IN OURAY. ASSUME ALL FLOW IN N HALF OF ST COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.003 FP SLP=.003 N=.025 STA=10 N=.017 STA=34.01 N=.025 STA=43.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 34 .48 34.01 .98 43 1.16 43.01 1.5 ROUTE MCUNGE ID=6 HYD=629_2 INFLOW ID=8 DT=0HR L=900 NS=0 SLOPE=.003 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=6 CODE=10 * *S ADD ROUTED OLF FROM AP 628 TO OLF ABOVE AP 629 ADD HYD ID=1 HYD=629_3 ID=5 ID=6 PRINT HYD ID=1 CODE=10 * * ADD ROUTED OLF FROM AP 627 TO HYD AT AP 629 *S TOTAL OLF HYDS AT AP 629 ADD HYD ID=7 HYD=629_4 ID=3 ID=1 PRINT HYD ID=7 CODE=10 * *S ADD ROUTED SS FROM AP 627 AND AP 628 ADD HYD ID=8 HYD=629_5 ID=2 ID=4 PRINT HYD ID=8 CODE=10 * *S ADD SS TO OLF *S TOTAL HYD AT AP 629 57TH ST AND OURAY RD ADD HYD ID=10 HYD=629_6 ID=7 ID=8 PRINT HYD ID=10 CODE=10 *S *S COMPUTE OLF ABOVE AP 630 57TH ST AND MIAMI RD COMPUTE NM HYD ID=5 HYD=630 DA=.0773 SQ MI PER A=0 PER B=4 PER C=12 PER D=84 TP=-0.3364 RAIN=-1 PRINT HYD ID=5 CODE=10 * *S ROUTE FLOW FROM AP 626 TO AP 630 DOWN MIAMI RD ASSUME 54" SS *S SEPARATE OLF FROM SS DIVIDE HYD ID=20 Q=175 ID=9 HYD=630_4 SS GOING N IN LADERA ID=8 HYD=630_5 OLF GOING N IN LADERA * *S ROUTE SS FROM AP 626 TO I-40 CHANNEL COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.0105 DIA=54 N=.013 ROUTE MCUNGE ID=2 HYD=630_6 INFLOW ID=9 DT=0HR L=950 NS=0 SLOPE=.0105 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ROUTE OLF FROM AP 626 TO AP 630 DOWN MIAMI RD AT I-40 CHANNEL COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.0032 FP SLP=.0032 N=.025 STA=10 N=.017 STA=50 N=.025 STA=60.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 30 .4 49.99 0 50 .67 60 1 60.01 1.5 ROUTE MCUNGE ID=3 HYD=630_7 INFLOW ID=8 DT=0HR L=950 NS=0 SLOPE=.0032 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 * *S ADD ROUTED SS AND OLF FROM AP 626 AT I-40 CHANNEL ADD HYD ID=4 HYD=630_8 ID=2 ID=3 PRINT HYD ID=4 CODE=10 * *S DIVIDE & ROUTE SS AND OLF FROM AP 629 DOWN OURAY TO COORS DIVIDE HYD ID=10 Q=88 ID=9 HYD=630_9 SS GOING E ID=8 HYD=630_10 OLF GOING E COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.005 DIA=48 N=.013 ROUTE MCUNGE ID=2 HYD=630_2 INFLOW ID=9 DT=0HR L=450 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ROUTE OLF FROM AP 629 TO COORS COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=3 ELMIN=0 ELMAX=1.5 CH SLP=.006 FP SLP=.006 N=.025 STA=10 N=.017 STA=58 N=.025 STA=68.01 DIST ELEV DIST ELEV DIST ELEV 0 1.5 .01 1 10 .67 10.01 0 34 .48 57.99 0 58 .67 68 1 68.01 1.5 ROUTE MCUNGE ID=3 HYD=630_3 INFLOW ID=8 DT=0HR L=450 NS=0 SLOPE=.005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 * *S ADD ROUTED SS AND OLF FROM AP 629 AT COORS ADD HYD ID=7 HYD=630_4 ID=2 ID=3 PRINT HYD ID=7 CODE=10 * *S ROUTE FLOW AT AP 622 TO MIAMI RD AND I-40 CHANNEL COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 ELMIN=0 ELMAX=14 CH SLP=.0058 FP SLP=.0058 N=.015 STA=210.02 DIST ELEV DIST ELEV DIST ELEV 0 14 100 12 100.01 0 110.01 0 110.02 12 210.02 14 ROUTE MCUNGE ID=2 HYD=630_5 INFLOW ID=99 DT=0HR L=1500 NS=0 SLOPE=.0058 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ADD ROUTED SS AND OLF FROM AP 626 TO OLF ABOVE AP 630 ADD HYD ID=3 HYD=630_6 ID=4 ID=5 PRINT HYD ID=3 CODE=10 * *S ADD ROUTED FLOW FROM AP 622 TO HYD AT AP 630 *S TOTAL AT MIAMI RD AND I-40 CHANNEL ADD HYD ID=5 HYD=630_7 ID=2 ID=3 PRINT HYD ID=5 CODE=10 * *S ROUTE FLOW FROM MIAMI RD TO 57TH ST *S TOTAL FLOW AT AP 630 I-40 CHANNEL WEST OF COORS BLVD AND SOUTH OF OURAY COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 ELMIN=0 ELMAX=12 CH SLP=.0058 FP SLP=.0058 N=.015 STA=12.02 DIST ELEV DIST ELEV DIST ELEV 0 12 .01 0 12.01 0 12.02 12 ROUTE MCUNGE ID=10 HYD=630_8 INFLOW ID=5 DT=0HR L=242 NS=0 SLOPE=.0058 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=10 CODE=10 *S *S COMPUTE OLF ABOVE AP 631 COMPUTE NM HYD ID=3 HYD=631 DA=.0570 SQ MI PER A=0 PER B=2 PER C=10 PER D=88 TP=-0.2507 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ROUTE FLOW FROM AP 631 TO AP 630 ASSUME 84" SS COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.004 DIA=84 N=.013 ROUTE MCUNGE ID=2 HYD=631_4 INFLOW ID=3 DT=0HR L=626 NS=0 SLOPE=.0034 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ADD ROUTED FLOW FROM AP 631 TO TOTAL FLOW AT AP 630 ADD HYD ID=6 HYD=630_9 ID=2 ID=10 PRINT HYD ID=6 CODE=10 *S *S COMPUTE OLF ABOVE AP 632 COMPUTE NM HYD ID=5 HYD=632 DA=.0329 SQ MI PER A=0 PER B=10 PER C=14 PER D=76 TP=-0.1458 RAIN=-1 PRINT HYD ID=5 CODE=10 *S *S COMPUTE HYD ABOVE AP 633 CORONA RD AND OURAY RD COMPUTE NM HYD ID=4 HYD=633 DA=.0910 SQ MI PER A=0 PER B=8 PER C=12 PER D=80 TP=-0.2712 RAIN=-1 PRINT HYD ID=4 CODE=10 * *S ROUTE OLF FROM AP 632 TO AP 633 SOUTH IN CORONA DR ASSUME 54" SS * ASSUME ALL FLOW INTERCEPTED BY SS COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.0034 DIA=54 N=.013 ROUTE MCUNGE ID=2 HYD=633_4 INFLOW ID=5 DT=0HR L=1600 NS=0 SLOPE=.0034 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ADD ROUTED FLOW FROM AP 632 TO OLF AT AP 633 *S TOTAL AT CORONA DR AND OURAY RD ADD HYD ID=5 HYD=633_5 ID=2 ID=4 PRINT HYD ID=5 CODE=10 * *S ROUTE FLOW FROM CORONA DR AND OURAY RD TO COORS AND OURAY COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.00485 DIA=60 N=.013 ROUTE MCUNGE ID=2 HYD=633_6 INFLOW ID=5 DT=0HR L=1030 NS=0 SLOPE=.00485 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=10 * *S ADD ROUTED FLOW FROM OURAY/CORONA TO ROUTED FLOW FROM AP 629 AT COORS/OURAY ADD HYD ID=4 HYD=630_9 ID=2 ID=7 * *S ROUTE TOTAL FLOW AT COORS AND OURAY TO AP 630; ASSUME ALL FLOW IN 72" SS COMPUTE RATING CURVE ID=1 VS NO=1 CODE=-1 SLP=.0168 DIA=72 N=.013 ROUTE MCUNGE ID=3 HYD=633_4 INFLOW ID=4 DT=0HR L=855 NS=0 SLOPE=.0168 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=10 * *S ADD ROUTED STORM SEWER FLOW FROM COORS AND OURAY TO TOTAL FLOW AT AP 630 *S TOTAL FLOW FROM WEST BLUFF WATERSHED AT WEST BLUFF DRAINAGE FACILITY * (DOES NOT INCLUDE FLOW TO BE ROUTED FROM LADERA PONDS - 200 CFS) ADD HYD ID=47 HYD=630_1 ID=3 ID=6 PRINT HYD ID=47 CODE=10 *S *S ADD FLOW FROM WEST BLUFF WATERSHED TO FLOW FROM LADERA SYSTEM AT *S INLET OF WEST BLUFF FACILITY ADD HYD ID=49 HYD=TOWB ID=18 ID=47 PRINT HYD ID=49 CODE=10 *S *S COMPUTE OLF ABOVE AP 702 ALAMOGORDO DR AND BRIDGE AVENUE COMPUTE NM HYD ID=1 HYD=702 DA=.0200 SQ MI PER A=0 PER B=41.50 PER C=10.37 PER D=48.13 TP=-0.1897 RAIN=-1 PRINT HYD ID=1 CODE=10 *S *S*************************** *S TOTAL FLOW AT WB OUTFALL *S*************************** ADD HYD ID=49 HYD=TOTWB ID=1 ID=49 PRINT HYD ID=49 CODE=10 *S PLOT12 HYD=TOTWB PLOT HYD ID=49 ID=0 Q SCALE=3000 T SCALE=6 * *S *S****************************************************************************** *S CALCULATE RUNOFF FOR BASINS DRAINING TO LADERA GOLF COURSE POND #15 *S REGION M *S****************************************************************************** * RAINFALL FOR LADERA BASINS NOT INCLUDING ABOVE DAM #12, SAME AS W BLUFF RAIN * * SEDIMENT BULK CODE=1 BULK FACTOR=1.08 *S *S COMPUTE HYDROGRAPH FOR BASIN L15.7 * WAS BASIN 133.33 IN DAM15 STUDY COMPUTE NM HYD ID=4 HYD=15.7 DA=0.0281 SQ MI PER A=41 PER B=22 PER C=32 PER D=5 TP=-0.133 RAIN=-1 PRINT HYD ID=4 CODE=10 * *S***** ROUTE FLOW THRU INLET TO 36" PIPE ROUTE RESERVOIR ID=11 HYD=L15.7_1 INFLOW ID=4 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.0 0.0 0.0 63.8 0.1 0.1 63.9 14.9 4.4 64.0 15.0 4.5 PRINT HYD I=11 CODE=10 * *S***** ROUTE FLOW THRU 450' OF 36" RCP PIPE COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=-1 SLP=0.00796 DIA=36 INCHES N=0.013 ROUTE MCUNGE ID=5 HYD=L15.7_2 INFLOW ID=11 DT=0HR L=450 NS=0 SLOPE=.00796 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L15.6 * WAS BASIN 133.4 IN DAM15 STUDY COMPUTE NM HYD ID=3 HYD=L15.6 DA=0.3063 SQ MI PER A=99 PER B=1 PER C=0 PER D=0 TP=-0.362 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S***** ADD BASIN L15.6 TO PIPE FLOW ADD HYD ID=9 HYD=L15.6_1 ID=3 ID=5 PRINT HYD ID=9 CODE=10 * *S***** ROUTE FLOW THRU INLET TO 54" PIPE ROUTE RESERVOIR ID=11 HYD=L15.6_2 INFLOW ID=9 CODE=10 OUTFLOW(CFS) STORAGE(AC FT) DEPTH(FT) 0 0 0 171.8 0.1 0.1 171.9 14.9 6.65 172.0 15.0 6.75 PRINT HYD ID=11 CODE=10 * *S***** ROUTE FLOW THRU 450' OF 54" RCP PIPE COMPUTE RATING CURVE ID=1 VS NO=1 NO SEG=-1 SLP=0.00661 DIA=54 INCHES N=0.013 ROUTE MCUNGE ID=4 HYD=L15.6_3 INFLOW ID=11 DT=0HR L=450 NS=0 SLOPE=.00661 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=4 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.067 *S *S COMPUTE HYDROGRAPH FOR BASIN L15.8 * WAS BASIN 133.5 IN DAM15 STUDY COMPUTE NM HYD ID=3 HYD=L15.8 DA=0.1750 SQ MI PER A=35 PER B=16 PER C=34 PER D=15 TP=-0.187 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S***** ADD L15.8 TO PIPE FLOW ADD HYD ID=5 HYD=L15.8_1 ID=3 ID=4 PRINT HYD ID=5 CODE=10 * *S***** ROUTE FLOW THRU INLET TO 60" PIPE ROUTE RESERVOIR ID=11 HYD=L15.8_2 INFLOW ID=5 CODE=10 OUTFLOW(CFS) STORAGE(AC FT) DEPTH(FT) 0 0 0 221.8 0.1 0.1 221.9 14.9 7.4 222.0 15.0 7.5 PRINT HYD ID=11 CODE=10 * *S***** ROUTE FLOW THRU 1200' OF 60" RCP PIPE COMPUTE RATING CURVE ID=1 VS NO=1 NO SEG=-1 SLP=0.00628 DIA=60 INCHES N=0.013 ROUTE MCUNGE ID=4 HYD=L15.9_1 INFLOW ID=11 DT=0HR L=1200 NS=0 SLOPE=.00628 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=4 CODE=10 * *S***** ROUTE THRU NATURAL CHANNEL IN BASIN L15.9 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEG=1 MIN ELE=100 MAX ELEV=102 CH SLP=0.023 FP SLP=0.023 N=0.04 DIST=200 DIST ELEV DIST ELEV 0 102 100 100 200 102 ROUTE MCUNGE ID=5 HYD=L15.9_2 INFLOW ID=4 DT=0HR L=1000 NS=0 SLOPE=.023 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L15.9 * WAS BASIN 133 IN DAM15 STUDY COMPUTE NM HYD ID=3 HYD=L15.9 DA=0.2750 SQ MI PER A=0 PER B=14 PER C=17 PER D=69 TP=-0.223 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S***** TOTAL OUTFLOW FROM AND THRU BASIN L15.9 ADD HYD ID=6 HYD=L15.9_3 ID=3 ID=5 PRINT HYD ID=6 CODE=10 * * *S ORO VIEJO CHANNEL * *S***** ROUTE FLOW THRU FIRST PART OF CHANNEL BETWEEN L15.10 & L15.11 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEG=1 MIN ELE=100 MAX ELEV=104.75 CH SLP=0.0054 FP SLP=0.0054 N=0.015 DIST=53.5 DIST ELEV DIST ELEV 0 104.75 14.25 100 39.25 100 53.5 104.75 ROUTE MCUNGE ID=7 HYD=L15.9_4 INFLOW ID=6 DT=0HR L=600 NS=0 SLOPE=.0054 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=7 CODE=10 * *S COMPUTE HYDROGRAPH FOR BASIN L15.10 * WAS BASIN 133.1 IN DAM15 STUDY COMPUTE NM HYD ID=3 HYD=L15.10 DA=0.1219 SQ MI PER A=0 PER B=25 PER C=26 PER D=49 TP=-0.249 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S COMPUTE HYDROGRAPH FOR BASIN L15.11 * WAS BASIN 133.2 IN DAM15 STUDY COMPUTE NM HYD ID=6 HYD=L15.11 DA=0.0641 SQ MI PER A=0 PER B=23 PER C=24 PER D=53 TP=-0.216 RAIN=-1 PRINT HYD ID=6 CODE=10 * *S COMBINE FLOWS FROM L15.10 & L15.11 AND ADD TO FLOW IN CHANNEL * ADD HYD ID=8 HYD=L15.9_5 ID=3 ID=6 ADD HYD ID=6 HYD=L15.9_6 ID=7 ID=8 PRINT HYD ID=6 CODE=10 * *S ROUTE FLOW THRU LAST PART OF CHAN INTO LADERA GOLF COURSE COMPUTE RATING CURVE ID=1 VS NO=1 NO SEG=1 MIN ELE=100 MAX ELEV=104.75 CH SLP=0.0054 FP SLP=0.0054 N=0.015 DIST=53.5 DIST ELEV DIST ELEV 0 104.75 14.25 100 39.25 100 53.5 104.75 ROUTE MCUNGE ID=11 HYD=L15.9_7 INFLOW ID=6 DT=0HR L=900 NS=0 SLOPE=.0054 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=11 CODE=10 *S *S***** COMPUTE HYDROGRAPHS FROM ESCARPMENT AREA L15 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.08 *S *S COMPUTE HYDROGRAPH FOR BASIN L15.1 COMPUTE NM HYD ID=1 HYD=L15.1 DA=0.6203 SQ MI PER A=86 PER B=9 PER C=5 PER D=0 TP=-0.440 RAIN=-1 PRINT HYD ID=1 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L15.2 COMPUTE NM HYD ID=2 HYD=L15.2 DA=0.7453 SQ MI PER A=76 PER B=18 PER C=6 PER D=0 TP=-0.375 RAIN=-1 PRINT HYD ID=2 CODE=10 * *S ADD L15.1 & L15.2 -- COMBINED NORTH & SOUTH RINCONADA ARROYOS ADD HYD ID=20 HYD=L15.2 ID=1 ID=2 PRINT HYD ID=20 CODE=10 * *S ROUTE COMBINED THRU L15.3 -- RINCONADA ARROYO COMPUTE RATING CURVE ID=1 VS NO=1 SEG=1 MIN EL=100. MAX EL=109. CH SL=0.024 FP SLOPE=0.024 N=0.030 DIST=42. DIST ELEV DIST ELEV 0 110 15 100 27 100 42 110 ROUTE MCUNGE ID=7 HYD=L15.3_1 INFLOW ID=20 DT=0HR L=6750 NS=0 SLOPE=.024 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=7 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L15.3 * WAS BASIN 135 IN DAM15 STUDY COMPUTE NM HYD ID=3 HYD=L15.3 DA=0.6297 SQ MI PER A=61 PER B=25 PER C=13 PER D=1 TP=-0.280 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ADD L15.1-2 AND L15.3 ADD HYD ID=4 HYD=L15.3_2 ID=3 ID=7 PRINT HYD ID=4 CODE=10 * *S ROUTE FLOW THRU 2-10'x5' CBC UNDER UNSER COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN EL=0 MAX EL=5 CH SLP=0.002 FP SLOPE=0.002 N=0.015 DIST=20.03 DIST ELEV DIST ELEV DIST ELEV 0 5 0.01 0 10.01 0 10.02 5 10.03 0 20.02 0 20.03 5 ROUTE MCUNGE ID=5 HYD=L15.3_3 INFLOW ID=4 DT=0HR L=300 NS=0 SLOPE=.002 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=10 * *S ROUTE FLOW INTO RINCONADA CHANNEL COMPUTE RATING CURVE ID=1 VS NO=1 NO SEG=1 MIN EL=100 MAX EL=109 CH SLOPE=0.0136 FP SLOPE=0.0136 N=0.015 DIST=42 DIST ELEV DIST ELEV 0 110 15 100 27 100 42 110 ROUTE MCUNGE ID=6 HYD=L15.4_1 INFLOW ID=5 DT=0HR L=2200 NS=0 SLOPE=.0136 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=6 CODE=10 * * SEDIMENT BULK CODE=1 BULK FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L15.5* WAS BASIN 136 IN DAM15 STUDY COMPUTE NM HYD ID=3 HYD=L15.5 DA=0.0703 SQ MI PER A=0 PER B=23.4 PER C=23.4 PER D=53.2 TP=-0.283 RAIN=-1 PRINT HYD ID=3 CODE=10 * *S ADD L15.5 TO FLOW IN RINCONADA CHANNEL ADD HYD ID=4 HYD=L15.4_2 ID=3 ID=6 PRINT HYD ID=4 CODE=10 * *S ROUTE FLOW THRU RINCONADA CHANNEL TO LADERA GOLF COURSE COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=100 MAX EL=109 CH SLP=0.0136 FP SLP=0.0136 N=0.015 DIST=42 DIST ELEV DIST ELEV 0 110 15 100 27 100 42 110 ROUTE MCUNGE ID=7 HYD=L15.4_3 INFLOW ID=4 DT=0HR L=1000 NS=0 SLOPE=.0136 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=7 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L15.4 * WAS BASIN 137 IN DAM15 STUDY COMPUTE NM HYD ID=3 HYD=L15.4 DA=0.0766 SQ MI PER A=0 PER B=21 PER C=27 PER D=52 TP=-0.199 RAIN=-1 PRINT HYD ID=3 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L15.12 -- LADERA GOLF COURSE * WAS BASIN 134 IN DAM15 STUDY COMPUTE NM HYD ID=4 HYD=L15.12 DA=0.3609 SQ MI PER A=0 PER B=72 PER C=18 PER D=10 TP=-1.3877 RAIN=-1 PRINT HYD ID=4 CODE=10 * ********************************************************************** * DELETED ADD HYD COMBINING 134 AND 137 C. HOOVER 1/29/91 ********************************************************************** * *S ADD FLOW FROM RINCONADA CHANNEL TO FLOW FROM BASIN L15.4 *S TOTAL FLOW IN RINCONADA CHANNEL ENTERING LADERA GOLF COURSE DAM ADD HYD ID=2 HYD=RINC_TODAM15 ID=3 ID=7 PRINT HYD ID=2 CODE=10 PUNCH HYD ID=2 CODE=1 * ********************************************************************** * DELETED ADD HYD COMBINING FLOWS FROM 134, 137, RINCONDA CHANNEL AND * FLOWS WEST OF LADERA GOLF COURSE C. HOOVER 1/29/91 ********************************************************************** * *S TOTAL FLOW FROM QUICK CHANNEL (AREA WEST OF LADERA GOLF COURSE) PRINT HYD ID=11 CODE=10 PUNCH HYD ID=11 CODE=1 * *S TOTAL FLOW FROM WEST BLUFF WATERSHED AP 205 AND DAM NO 14 ADD HYD ID=47 HYD=DAM14_2DAM15 ID=45 ID=46 PRINT HYD ID=47 CODE=10 PUNCH HYD ID=47 CODE=1 * ********************************************************************** * COMBINE FLOWS FROM RINCONDA CHANNEL, QUICK CHANNEL, DAM NO. 14 * AND LADERA GOLF COURSE (BASIN 134) * TOTAL FLOW THROUGH LADERA GOLF COURSE DAM * C. HOOVER 1/29/91 ********************************************************************** * *S ADD FLOW FROM QUICK CHANNEL TO FLOW FROM DAM NO 14 ADD HYD ID=3 HYD=DAM14_QUICK ID=11 ID=47 PRINT HYD ID=3 CODE=10 * *S ADD FLOW FROM RINCONDA CHANNEL ADD HYD ID=5 HYD=DAM14_NRINC ID=3 ID=2 PRINT HYD ID=2 CODE=10 *S ADD FLOW FROM BASIN 134 ADD HYD ID=15 HYD=TO_DAM15 ID=5 ID=4 PRINT HYD ID=15 CODE=10 *S *S ROUTE FLOW THROUGH LADERA DAM15 ROUTE RESERVOIR ID=48 HYD=POND15 INFLOW ID=15 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.0 0.0 5102.0 58.00 .07 5102.6 66.00 .22 5103.2 72.20 0.45 5103.8 75.70 1.53 5104.2 78.9 8.85 5104.6 81.6 23.3 5105.0 85.6 56.7 5105.6 89.6 102.90 5106.2 93.5 105.1 5106.8 97.4 230.2 5107.4 101.3 314.7 5108.0 105.2 412.7 5108.6 108.9 522.3 5109.2 112.5 644.5 5109.8 115.9 776.1 5110.4 119.2 906.0 5111.0 122.0 1037.0 5111.6 125.5 1174.6 5112.2 5128.0 1316.8 5112.8 PRINT HYD ID=48 CODE=10 FINISH