*S AHYMO FILE FOR WEST I-40 DIVERSION INTERIM CONDITIONS *S EXISTING CONDITIONS, 24HR, 100YR. *S WITH SEDIMENT BULKING & WITHOUT SEDIMENT TRAPPING AT DAMS. *S * FILENAME: WI40int17.HYM * DATE MODIFIED: 5/16/11 * FROM ORIGINAL FILE NAMED: WI_E100.HYM DATED 9/29/92. * SAVED THE ORIGINAL HEADING COMMENTS; SEE THE END OF THIS INPUT FILE. * HYD=HYDROGRAPH; SS=STORM SEWER; OLF=OVERLAND FLOW * TYPICAL CROSS SECTIONS USED FOR ROUTES THROUGH LADERA BASINS: * A UPPER REACH OF ARROYO, OR SWALE * B MIDDLE REACH OF ARROYO * C LOWER REACH OF ARROYO * D LOWER REACH OF ARROYO, WIDE BOTTOM * E SMALL DITCH OR SMALL EARTHEN CHANNEL * * CHANGED VSC ROUTING TO MUSKINGUM-CUNGE ROUTING *_______________________________________________________ * INSERTED TEMPORARY CONDITIONS WITH THE MAIN I-40 TRUNKLINE INSTALLED WI40INT.TXT *________________________________________________________________________________ * CHANGED BASINS 505 AND 503 LT TO INCORPORATE CORDERO MESA DEVELOPMENT 5/31/06 WI40INT1.TXT *________________________________________________________________________________ * ADDED TEMPER AND SHAMROCK PONDS * DIVIDED 503 INTO 503A AND 503B TO ACCOUNT FOR TEMPER SD 6/5/06 *________________________________________________________________________________ * UPDATED SHAMROCK POND STORAGE CURVE TO NEW SIZE 6/6/06 WI40INT2.TXT * CORRECTED LT FOR BASIN 503A *________________________________________________________________________________ * BASIN 600 MODIFED TO ALLOW FLOW UNDER I40 THROUGH EXISTING CULVERTS 6/15/06 WI40INT3.TXT * STUB OUTS MODIFIED TO REFLECT DEVELOPED CONDITIONS * 98TH STREET POND MODIFIED *________________________________________________________________________________ * PIPE SIZES MODIFIED TO REFLECT DEVELOPED CONDITIONS * EASP AND 98TH STREET SURGE PONDS MODIFIED TO REFLECT SURGE POND CONDITIONS 6/20/06 *________________________________________________________________________________ * RUNOFF FROM I40 ADDED INTO MODEL 6/27/06 WI40INT4.TXT *________________________________________________________________________________ * INTERIM PONDS CHANGED TO REFLECT GRADING 7/5/06 WI40INT5.TXT *__________________________________________________________________________________ * WAA AND EAA FLOWS ADDED AND SPLIT AT THE EA BOXES. 8/18/06 WI40INT8.TXT *__________________________________________________________________________________ * DIVIDED BASIN 504 TO ACCOUNT FOR EAST AMOLE DIVERSION. 11/16/06 WI40INT10.TXT *__________________________________________________________________________________ * CHANGE ORDER NO 1 - INTERIM POND 4 GRADING * *__________________________________________________________________________________ * CHANGE ORDER - INTERIM RISER REVISION 11/05/08 WI40INT14.TXT *__________________________________________________________________________________ * PETROGLYPH DIVERSION ELIMINATED. 03/21/11 WI40INT15.TXT * ADDED DIVERSION OF 72 CFS FROM THE I-40 CHANNEL BELOW 98TH STREET BOXES * THIS DIVERSION LEAVES THE PROJECT AREA AND IS ROUTED THROUGH THE MIREHAVEN ARROYO C * START 0.0 HRS * * *S//////////////////////////////////////////////////////////////// *S *S AMOLE ARROYO - WESTGATE DAM *S DRAINAGE MANAGEMENT PLAN *S * sub-basins numbered in the 400's are north * of the interchange * *//////////////////////////////////////////////////////////////// * EXISTING CONDITIONS *S//////////////////////////////////////////////////////////////// * * 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=1.87 IN RAIN=2.20 IN RAIN DAY=2.66 IN DT=0.05 HRS * SEDIMENT BULK CODE=1 FACTOR=1.025 *S *S SUB-BASIN 418 COMPUTE NM HYD ID=1 HYD NO=418 AREA=1.49581 SQ MI PER A=99.1 PER B=0.0 PER C=0.9 PER D=0.0 TP=0.40965 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN 417 * COMPUTE NM HYD ID=2 HYD NO=417 AREA=0.13909 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.46527 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S COMBINED FLOW FROM 417 & 418 FLOWS INTO SMALL PLAYA *S THEN SPILLS INTO SUB-BASIN 419 * ADD HYD ID=3 HYD=417.1 ID I=1 ID II=2 PRINT HYD ID=3 CODE=1 * ROUTE RESERVOIR ID=4 HYD=417.01 INFLOW ID=3 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (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 5927.7 200 32.0 5927.8 PRINT HYD ID=4 CODE=1 * *S ROUTE THRU SUB-BASIN 419 * COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=26 MAX ELEV=30. CH SLP=.0071 FP SLOPE=.0071 N =.030 DIST=805. DIST ELEV DIST ELEV DIST ELEV 0. 30.0 60. 28.0 120 26.0 560. 26.0 670. 28.0 805 30.0 ROUTE MCUNGE ID=5 HYD=417.2 INFLOW ID=4 DT=0HR L=3180 NS=0 SLOPE=0.0071 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=1 *S *S SUB-BASIN 419 * COMPUTE NM HYD ID=1 HYD NO=419 AREA=0.19715 SQ MI PER A=99.7 PER B=0.0 PER C=0.3 PER D=0.0 TP=0.32689 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN 420 * COMPUTE NM HYD ID=2 HYD NO=420 AREA=0.18889 SQ MI PER A=90.6 PER B=0.0 PER C=9.4 PER D=0.0 TP=0.37129 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S ADD SUB-BASINS 419 & 420 PLUS ROUTED FLOW THRU 419 * ADD HYD ID=3 HYD=419.1 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 412 * COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=80 MAX ELEV=84 CH SLP=.0069 FP SLOPE=.0069 N =.030 DIST=990. DIST ELEV DIST ELEV DIST ELEV 0. 84.0 100. 82.0 208. 80.0 597 80.0 831. 82.0 990. 84.0 ROUTE MCUNGE ID=5 HYD=420.2 INFLOW ID=4 DT=0HR L=9725 NS=0 SLOPE=0.0069 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=1 *S *S SUB-BASIN 416 * COMPUTE NM HYD ID=1 HYD NO=416 AREA=0.86541 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.50653 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S ROUTE SUB-BASIN 416 THRU SUB-BASIN 412 *S ADD TO PREVIOUSLY ROUTED FLOWS * COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=1.5 MAX ELEV=2. CH SLP=.0126 FP SLOPE=.0126 N =.030 DIST=600. DIST ELEV DIST ELEV DIST ELEV 0. 2.0 300. 1.5 600. 2.0 ROUTE MCUNGE ID=2 HYD=416.1 INFLOW ID=1 DT=0HR L=6325 NS=0 SLOPE=0.0126 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 415 * COMPUTE NM HYD ID=1 HYD NO=415 AREA=0.15228 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.20717 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S FLOWS INTO PLAYA BEFORE SPILLING INTO SUB-BASIN 414 * ROUTE RESERVOIR ID=2 HYD=415.01 INFLOW ID=1 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (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 SUB-BASIN 414 * COMPUTE NM HYD ID=1 HYD NO=414 AREA=0.11235 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.35753 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S ADD FLOW FROM SUB-BASIN 415 AND ROUTE THRU PLAYA * ADD HYD ID=4 HYD=414.1 ID I=2 ID II=1 PRINT HYD ID=4 CODE=1 ROUTE RESERVOIR ID=2 HYD=414.01 INFLOW ID=4 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (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 SPILLED FLOW THRU SUB-BASIN 411 COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=14.5 MAX ELEV=15. CH SLP=.0196 FP SLOPE=.0196 N =.030 DIST=500. DIST ELEV DIST ELEV DIST ELEV 0. 15.0 250. 14.5 500. 15.0 ROUTE MCUNGE ID=1 HYD=414.3 INFLOW ID=2 DT=0HR L=5250 NS=0 SLOPE=0.0196 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN 411 * COMPUTE NM HYD ID=2 HYD NO=411 AREA=0.29891 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.31053 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S ADD TO ROUTED FLOWS AND ROUTE THRU SUB-BASIN 412 * ADD HYD ID=4 HYD=411.1 ID I=1 ID II=2 PRINT HYD ID=4 CODE=1 COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=42 MAX ELEV=44. CH SLP=.0090 FP SLOPE=.0090 N =.030 DIST=258 DIST ELEV DIST ELEV DIST ELEV 0. 44.0 75. 42.0 164. 42.0 258 44.0 ROUTE MCUNGE ID=1 HYD=411.2 INFLOW ID=4 DT=0HR L=1000 NS=0 SLOPE=0.0090 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN 412 * COMPUTE NM HYD ID=2 HYD NO=412 AREA=1.18559 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.52871 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S ADD SUB-BASIN 412 TO ROUTED FLOWS *S ROUTE THRU SUB-BASIN 410 * ADD HYD ID=4 HYD=412.1 ID I=1 ID II=2 ADD HYD ID=1 HYD=412.2 ID I=4 ID II=3 PRINT HYD ID=1 CODE=1 COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=9. MAX ELEV=10. CH SLP=.0078 FP SLOPE=.0078 N =.030 DIST=1100 DIST ELEV DIST ELEV DIST ELEV 0. 10.0 550. 9. 1100 10.0 ROUTE MCUNGE ID=5 HYD=412.3 INFLOW ID=1 DT=0HR L=7125 NS=0 SLOPE=0.0078 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=1 *S *S SUB-BASIN 424 * COMPUTE NM HYD ID=1 HYD NO=424 AREA=0.33534 SQ MI PER A=99.7 PER B=0.0 PER C=0.3 PER D=0.0 TP=0.32661 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S FLOWS INTO PLAYA AND SPILLS INTO SUB-BASIN 421 * ROUTE RESERVOIR ID=2 HYD=424.01 INFLOW ID=1 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5819. 0.005 1. 5820. 8.9 3 5820.05 25.3 5 5820.1 131 15 5820.3 566 28 5820.5 PRINT HYD ID=2 CODE=1 *S *S SUB-BASIN 421 * COMPUTE NM HYD ID=1 HYD NO=421 AREA=0.33184 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.35239 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S ADD FLOWS FROM SUB-BASIN 424 AND ROUTE THRU SUB-BASIN 422 * ADD HYD ID=3 HYD=421.1 ID I=1 ID II=2 PRINT HYD ID=3 CODE=1 COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=18 MAX ELEV=19. CH SLP=.0007 FP SLOPE=.0007 N =.030 DIST=1500 DIST ELEV DIST ELEV DIST ELEV 0 19 750 18 1500 19 ROUTE MCUNGE ID=1 HYD=421.2 INFLOW ID=3 DT=0HR L=410 NS=0 SLOPE=0.0007 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN 422 * COMPUTE NM HYD ID=2 HYD NO=422 AREA=0.14367 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.34425 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S ADD TO ROUTED FLOWS AND ROUTE THRU SUB-BASIN 423 * ADD HYD ID=3 HYD=422.1 ID I=1 ID II=2 PRINT HYD ID=3 CODE=1 COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=20.5 MAX ELEV=21. CH SLP=.0005 FP SLOPE=.0005 N =.030 DIST=600 DIST ELEV DIST ELEV DIST ELEV 0 21 300. 20.0 600. 21.0 ROUTE MCUNGE ID=1 HYD=422.2 INFLOW ID=3 DT=0HR L=1025 NS=0 SLOPE=0.0005 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN 423 * COMPUTE NM HYD ID=2 HYD NO=423 AREA=0.05985 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.54565 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S ADD TO ROUTED FLOWS AND ROUTE THRU SUB-BASIN 413 * ADD HYD ID=3 HYD=423.1 ID I=1 ID II=2 PRINT HYD ID=3 CODE=1 COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=17.5 MAX ELEV=18. CH SLP=.0067 FP SLOPE=.0067 N =.030 DIST=1000 DIST ELEV DIST ELEV DIST ELEV 0. 18.0 500. 17.5 1000 18.0 ROUTE MCUNGE ID=1 HYD=423.2 INFLOW ID=3 DT=0HR L=5250 NS=0 SLOPE=0.0067 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN 413 * COMPUTE NM HYD ID=2 HYD NO=413 AREA=1.00011 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.48417 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S ADD TO ROUTED FLOWS AND ROUTE THRU SUB-BASIN 410 * ADD HYD ID=3 HYD=413.1 ID I=1 ID II=2 PRINT HYD ID=3 CODE=1 COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=82 MAX ELEV=84. CH SLP=.0027 FP SLOPE=.0027 N =.030 DIST=600. DIST ELEV DIST ELEV DIST ELEV 0. 84.0 210. 82.0 485. 82.0 600. 84.0 ROUTE MCUNGE ID=1 HYD=413.2 INFLOW ID=3 DT=0HR L=2050 NS=0 SLOPE=0.0027 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN 410 * COMPUTE NM HYD ID=2 HYD NO=410 AREA=1.38956 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.44911 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S ADD ALL ROUTED FLOWS * ADD HYD ID=3 HYD=410.1 ID I=1 ID II=2 ADD HYD ID=4 HYD=410.2 ID I=3 ID II=5 PRINT HYD ID=4 CODE=1 * *S ROUTE FLOW THRU PLAYA AND THEN THRU SUB-BASIN 408 * ROUTE RESERVOIR ID=1 HYD=410.01 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 1538.0 19 5878.0 PRINT HYD ID=1 CODE=1 COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=70 MAX ELEV=74. CH SLP=.0202 FP SLOPE=.0202 N =.030 DIST=965. DIST ELEV DIST ELEV DIST ELEV 0. 74.0 100. 72.0 580. 70.0 750. 70.0 835 72.0 965.0 74.0 ROUTE MCUNGE ID=2 HYD=410.3 INFLOW ID=1 DT=0HR L=6225 NS=0 SLOPE=0.202 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=1 *S *S SUB-BASIN 409 * COMPUTE NM HYD ID=1 HYD NO=409 AREA=0.46618 SQ MI PER A=99.7 PER B=0.0 PER C=0.3 PER D=0.0 TP=0.33120 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S ROUTE FLOW FROM SUB-BASIN 409 THRU SUB-BASIN 408 * COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=79.5 MAX ELEV=80. CH SLP=.0068 FP SLOPE=.0068 N =.030 DIST=1000 DIST ELEV DIST ELEV DIST ELEV 0. 80.0 500. 79.5 1000 80.0 ROUTE MCUNGE ID=3 HYD=409.1 INFLOW ID=1 DT=0HR L=6300 NS=0 SLOPE=0.0068 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=1 *S *S SUB-BASIN 408 * COMPUTE NM HYD ID=1 HYD NO=408 AREA=1.38633 SQ MI PER A=99.8 PER B=0.0 PER C=0.2 PER D=0.0 TP=0.47113 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S ADD TO ALL ROUTED FLOWS * ADD HYD ID=4 HYD=408.1 ID I=1 ID II=3 ADD HYD ID=5 HYD=408.2 ID I=4 ID II=2 PRINT HYD ID=5 CODE=1 * *S*********************************************************************** *S BEGIN CHANGES TO EXISTING CONDITIONS MODEL FOR INTERM MODEL * *S*********************************************************************** *S ROUTE THRU SUB-BASIN 403 TO NEW WEST AMOLE SITE *S* AP1 * COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=40 MAX ELEV=42. CH SLP=.0093 FP SLOPE=.0093 N =.030 DIST=280. DIST ELEV DIST ELEV DIST ELEV 0. 42.0 35. 40.0 80.0 38.0 150 38.0 200 40.0 280 42.0 ROUTE MCUNGE ID=60 HYD=RT408 INFLOW ID=5 DT=0HR L=3218.78 NS=0 SLOPE=.0093 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=60 CODE=1 * *S SUB-BASIN 403 * COMPUTE NM HYD ID=61 HYD NO=403 AREA=0.48341 SQ MI PER A=99.6 PER B=0.0 PER C=0.4 PER D=0.0 TP=0.39323 HR MASS RAIN=-1 PRINT HYD ID=61 CODE=1 * *S ADD ROUTED FLOWS AND SUB-BASIN 403 * ADD HYD ID=62 HYD=403.1 ID I=60 ID II=61 PRINT HYD ID=62 CODE=1 * * *S SUB-BASIN 503 *S BASIN 503 INCLUDES CORDERO MESA DEVELOPMENT *S DIVIDE BASIN 503 INTO TWO BASINS 503A AND 503B *S 503A GOES TO TEMPER OUTFALL *S 503B GOES TO SHAMROCK CHANNEL *S BASIN 503A COMPUTE NM HYD ID=80 HYD NO=503A AREA=0.0238 SQ MI PER A=5.3 PER B=10.6 PER C=30 PER D=54.1 TP=0.133 HR MASS RAIN=-1 PRINT HYD ID=80 CODE=1 *S BASIN 503B COMPUTE NM HYD ID=81 HYD NO=503B AREA=0.08408 SQ MI PER A=79.7 PER B=6.7 PER C=0 PER D=13.6 TP=0.38074 HR MASS RAIN=-1 PRINT HYD ID=81 CODE=1 *S DIVIDE TEMPER OUTFALL FLOW TO ACCOUNT FOR DETENSION PONDS *S TOTAL FLOW FROM BASIN 503A INTO OUTFALL = 34CFS *S 25% OF BASIN GOES TO PONDS AND THEN TO OUTFALL DIVIDE HYD ID=80 Q=25 ID I=80 HYD=TOTEMPER ID II=99 HYD=PONDS *S TEMPER FLOW FROM BASIN 503A PRINT HYD ID=80 CODE=1 *S FLOW REMOVED IN PONDS PRINT HYD ID=99 CODE=1 *S ROUTE FLOW THROUGH DETENSION POND * ROUTE RESERVOIR ID=98 HYD=SHAMPOND INFLOW ID=99 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0. 5724 8 0.5055 5725 8 0.7419 5726 PRINT HYD ID=98 CODE=1 *S ADD POND OUTFLOW TO TEMPER OUTFLOW FROM BASIN 503A *S TOTAL FLOW FROM BASIN 503A INTO TEMPER SD * ADD HYD ID=80 HYD=503TEMPER ID I=98 ID II=80 PRINT HYD ID=80 CODE=1 * *S ADD PART OF BASIN 503B TO FLOW FOR SHAMROCK CHANNEL * ADD HYD ID=65 HYD=503.1 ID I=81 ID II=62 PRINT HYD ID=65 CODE=1 * * *S SUB-BASIN 502 *S SUB-BASIN 502 IS DIVIDED TO ACCOUNT FOR FLOW INTO SHAMROCK CHANNEL * COMPUTE NM HYD ID=66 HYD NO=502A AREA=0.01724 SQ MI PER A=97.9 PER B=0.0 PER C=0.3 PER D=1.8 TP=0.25307 HR MASS RAIN=-1 *S FLOW FROM BASIN 502 INTO CHANNEL PRINT HYD ID=66 CODE=1 * * COMPUTE NM HYD ID=62 HYD NO=502B AREA=0.0749 SQ MI PER A=97.9 PER B=0.0 PER C=0.3 PER D=1.8 TP=0.25307 HR MASS RAIN=-1 PRINT HYD ID=62 CODE=1 * *S ADD BASIN 502A TO FLOW THRU CHANNEL *S TOTAL FLOW IN CHANNEL * ADD HYD ID=67 HYD=502.1 ID I=65 ID II=66 PRINT HYD ID=67 CODE=1 *S *S ROUTE FLOW THRU SHAMROCK CHANNEL *S AP2 * *COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=40 MAX ELEV=42. CH SLP=.0050 FP SLOPE=.0050 N =.030 DIST=85.0 DIST ELEV DIST ELEV DIST ELEV 0. 5.0 15.0 5.0 30.0 0.0 55 0.0 70.0 5.0 85.0 5.0 *ROUTE MCUNGE ID=63 HYD=RT403 INFLOW ID=67 DT=0HR L=3152.85 NS=0 SLOPE=.0050 MATCODE=0 REGCODE=0 CCODE=0 ROUTE RESERVOIR ID=63 HYD=shamrock INFLOW ID=67 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5716 0.01 0.01 5716.5 0.02 0.08 5717 0.03 0.23 5717.5 4 0.48 5718 40 0.85 5718.5 57 1.38 5719 137.48 2.08 5719.5 215.00 2.9 5720 284.82 3.83 5720.5 339.27 4.87 5721 391.70 6.03 5721.5 445.79 7.29 5722 501.28 8.68 5722.5 549.83 10.18 5723 592.75 11.8 5723.5 633.44 13.55 5724 672.26 15.41 5724.5 709.56 17.4 5725 PRINT HYD ID=63 CODE=1 *S ADD IN FLOW FROM THE REST OF BASIN 502 ADD HYD ID=67 HYD=503.1 ID I=63 ID II=62 PRINT HYD ID=67 CODE=1 *S ROUTE FLOW ALONG DOUBLE EAGLE II RD TO I-40 (DIRT CHANNEL) * COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=0.0 MAX ELEV=4.0 CH SLP=.0050 FP SLOPE=.0050 N =.030 DIST=34.0 DIST ELEV DIST ELEV DIST ELEV 0.0 4.0 12.0 0.0 22.0 0.0 34 4.0 ROUTE MCUNGE ID=68 HYD=RT502 INFLOW ID=67 DT=0HR L=2358.98 NS=0 SLOPE=.0050 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=68 CODE=1 * *S SUB-BASIN 501 * COMPUTE NM HYD ID=69 HYD NO=501 AREA=0.02172 SQ MI PER A=97.1 PER B=0.0 PER C=2.9 PER D=0.0 TP=0.13333 HR MASS RAIN=-1 PRINT HYD ID=69 CODE=1 * *S ADD BASIN 501 TO ROUTED FLOWS AT I-40 * ADD HYD ID=70 HYD=501.1 ID I=68 ID II=69 PRINT HYD ID=70 CODE=1 * *S *S ROUTE FLOWS TO EDGE OF ESCARPMENT (EDGE OF BASIN 600) ALONG I-40 COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=0.0 MAX ELEV=4.0 CH SLP=.0312 FP SLOPE=.0050 N =.030 DIST=34.0 DIST ELEV DIST ELEV DIST ELEV 0.0 4.0 12.0 0.0 22.0 0.0 34 4.0 ROUTE MCUNGE ID=71 HYD=RT501 INFLOW ID=70 DT=0HR L=1601.77 NS=0 SLOPE=.0312 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=71 CODE=1 *S SUB-BASIN 406 * COMPUTE NM HYD ID=1 HYD NO=406 AREA=0.05788 SQ MI PER A=92.7 PER B=0.0 PER C=6.8 PER D=0.5 TP=0.33624 HR MASS RAIN=-1 PRINT HYD ID=1 CODE=1 * *S FLOW WHICH CANNOT CROSS I-40 FLOWS TO SUB-BASIN 404 * DIVIDE HYD ID=1 Q=84 ID I=2 HYD=406.1 ID II=3 HYD=406.2 PRINT HYD ID=3 CODE=1 * *S ROUTE OVERFLOW THRU SUB-BASIN 404 * COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=68 MAX ELEV=70. CH SLP=.0038 FP SLOPE=.0038 N =.030 DIST=240.0 DIST ELEV DIST ELEV DIST ELEV 0. 70.0 10. 68.0 35. 68.0 240 70.0 ROUTE MCUNGE ID=1 HYD=406.3 INFLOW ID=3 DT=0HR L=1320 NS=0 SLOPE=0.0038 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN 407 * COMPUTE NM HYD ID=2 HYD NO=407 AREA=0.06012 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.21453 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S ROUTE THRU PLAYA AND THEN THRU SUB-BASIN 404 * 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 1.40 5804.2 PRINT HYD ID=3 CODE=1 COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=2 MAX ELEV=4 CH SLP=.0070 FP SLOPE=.0070 N =.030 DIST=600.0 DIST ELEV DIST ELEV DIST ELEV 0. 4.0 300. 2.0 600. 4.0 ROUTE MCUNGE ID=2 HYD=407.1 INFLOW ID=3 DT=0HR L=5610 NS=0 SLOPE=0.0070 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=1 *S *S SUB-BASIN 404 * COMPUTE NM HYD ID=3 HYD NO=404 AREA=0.22811 SQ MI PER A=98.1 PER B=0.0 PER C=1.3 PER D=0.6 TP=0.40055 HR MASS RAIN=-1 PRINT HYD ID=3 CODE=1 * *S ADD TO PREVIOUSLY ROUTED FLOWS * ADD HYD ID=4 HYD=404.1 ID I=1 ID II=2 ADD HYD ID=7 HYD=404.2 ID I=3 ID II=4 PRINT HYD ID=7 CODE=1 * *S DIVIDE FLOW FROM SUB-BASIN 404 FOR FLOW INTO 2-24" XING ACROSS I-40 * DIVIDE HYD ID=7 Q=46 ID I=2 HYD=404.1 ID II=3 HYD=404.2 PRINT HYD ID=2 CODE=1 * *S FLOW WHICH CANNOT CROSS I-40 FLOWS TO SUB-BASIN 402 *S (route thru sub-basin 402) * COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=37.7 MAX ELEV=40.0 CH SLP=.0205 FP SLOPE=.0205 N =.030 DIST=90.0 DIST ELEV DIST ELEV DIST ELEV 0. 40.0 25. 37.7 90. 40.0 ROUTE MCUNGE ID=1 HYD=404.6 INFLOW ID=3 DT=0HR L=3500 NS=0 SLOPE=0.0205 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=1 CODE=1 *S *S SUB-BASIN 405 * COMPUTE NM HYD ID=2 HYD NO=405 AREA=0.28007 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.35988 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S ROUTE THRU SUB-BASIN 402, ADD TO PREVIOUSLY ROUTED FLOWS * COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=51.5 MAX ELEV=52. CH SLP=.0107 FP SLOPE=.0107 N =.030 DIST=500. DIST ELEV DIST ELEV DIST ELEV 0. 52.0 250. 51.5 500. 52.0 ROUTE MCUNGE ID=3 HYD=405.1 INFLOW ID=2 DT=0HR L=4300 NS=0 SLOPE=0.0107 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=3 CODE=1 ADD HYD ID=3 HYD=405.2 ID I=3 ID II=1 *S *S SUB-BASIN 402 * COMPUTE NM HYD ID=2 HYD NO=402 AREA=0.21249 SQ MI PER A=95.4 PER B=0.0 PER C=3.1 PER D=1.5 TP=0.34117 HR MASS RAIN=-1 PRINT HYD ID=2 CODE=1 * *S ADD ROUTED FLOWS AND ROUTE THRU SUB-BASIN 401 * ADD HYD ID=4 HYD=402.1 ID I=2 ID II=3 PRINT HYD ID=4 CODE=1 COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=48 MAX ELEV=50. CH SLP=.0161 FP SLOPE=.0161 N =.030 DIST=40.0 DIST ELEV DIST ELEV DIST ELEV 0. 50.0 15. 48.0 30. 48.0 40. 50.0 ROUTE MCUNGE ID=2 HYD=402.2 INFLOW ID=4 DT=0HR L=1225 NS=0 SLOPE=0.0161 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=2 CODE=1 *S *S SUB-BASIN 401 * COMPUTE NM HYD ID=3 HYD NO=401 AREA=0.14474 SQ MI PER A=99.7 PER B=0.0 PER C=0.3 PER D=0.0 TP=0.32663 HR MASS RAIN=-1 PRINT HYD ID=3 CODE=1 * *S ADD SUB-BASIN 401 AND ALL ROUTED FLOWS THRU 401 * *ADD HYD ID=4 HYD=401.1 ID I=5 ID II=2 ADD HYD ID=5 HYD=401.2 ID I=2 ID II=3 PRINT HYD ID=5 CODE=1 * *S ROUTE FLOW THRU THREE 48" CULVERTS ON INTERCHANGE, LEAVES STUDY AREA *S *S SUB-BASIN 509 * COMPUTE NM HYD ID=4 HYD NO=509 AREA=0.04047 SQ MI PER A=100.0 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.24775 HR MASS RAIN=-1 PRINT HYD ID=4 CODE=1 * *S route thru small playa, spill into 508 * ROUTE RESERVOIR ID=5 HYD=509.01 INFLOW ID=4 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5817.2 0.005 0.306 5818.0 7.2 0.344 5818.05 20.3 0.383 5818.1 PRINT HYD ID=5 CODE=1 * *S ROUTE THRU SUB-BASIN 508 * COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=8.5 MAX ELEV=9 CH SLP=.0039 FP SLOPE=.0039 N =.030 DIST=800 DIST ELEV DIST ELEV DIST ELEV 0. 9.0 400. 8.5 800 8.5 ROUTE MCUNGE ID=4 HYD=509.1 INFLOW ID=5 DT=0HR L=4140 NS=0 SLOPE=0.0039 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=4 CODE=1 *S *S SUB-BASIN 508 * COMPUTE NM HYD ID=5 HYD NO=508 AREA=0.13308 SQ MI PER A=100.00 PER B=0.0 PER C=0.0 PER D=0.0 TP=0.49765 HR MASS RAIN=-1 PRINT HYD ID=5 CODE=1 * *S add routed flows and route thru haul rd xing * ADD HYD ID=6 HYD=508.1 ID I=4 ID II=5 PRINT HYD ID=6 CODE=1 * COMPUTE RATING CURVE RC=-1 VS NO=1 CODE=-1 SLP=0.0025 DIA=1.5 N=0.024 ROUTE MCUNGE ID=4 HYD=508.2 INFLOW ID=6 DT=0HR L=58 NS=0 SLOPE=0.0025 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=4 CODE=1 * *S ROUTE THRU SUB-BASIN 507 * COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=60 MAX ELEV=70. CH SLP=.0098 FP SLOPE=.0098 N =.030 DIST=2040 DIST ELEV DIST ELEV DIST ELEV 0. 70.0 240 65.0 425. 60.0 780 60.0 1170 65.0 2040 70.0 ROUTE MCUNGE ID=5 HYD=508.3 INFLOW ID=4 DT=0HR L=6100 NS=0 SLOPE=0.0098 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=1 *S *S SUB-BASIN 506 * COMPUTE NM HYD ID=4 HYD NO=506 AREA=0.68388 SQ MI PER A=99.6 PER B=0.0 PER C=0.4 PER D=0.0 TP=0.42752 HR MASS RAIN=-1 PRINT HYD ID=4 CODE=1 * *S ROUTE THRU XING ON HAUL ROAD * COMPUTE RATING CURVE RC=-1 VS NO=1 CODE=-1 SLP=0.0531 DIA=2.0 N=0.024 *COMPUTE TRAVEL TIME ID=6 REACHNO=1 NO VS=1 L=74 SLP=0.0531 *ROUTE ID=6 HYD=506.1 INFLOW ID=4 DT=0HR L=74 ROUTE MCUNGE ID=6 HYD=506.1 INFLOW ID=4 DT=0HR L=74 NS=0 SLOPE=0.0531 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=6 CODE=1 *S *S ROUTE THRU SUB-BASIN 507 * COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=48.1 MAX ELEV=50. CH SLP=0.0067 FP SLOPE=0.0067 N=0.030 DIST=1200 DIST ELEV DIST ELEV DIST ELEV 0. 49.0 700. 48.1 1200. 50.0 ROUTE MCUNGE ID=4 HYD=506.2 INFLOW ID=6 DT=0HR L=2200 NS=0 SLOPE=0.0067 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=4 CODE=1 *S *S SUB-BASIN 507 * COMPUTE NM HYD ID=6 HYD NO=507 AREA=0.72551 SQ MI PER A=99.6 PER B=0.0 PER C=0.0 PER D=0.4 TP=0.37000 HR MASS RAIN=-1 PRINT HYD ID=6 CODE=1 * *S ADD ROUTED FLOWS FROM SUB-BASINS 508 & 506 * ADD HYD ID=7 HYD=507.1 ID I=4 ID II=5 PRINT HYD ID=7 CODE=1 ADD HYD ID=4 HYD=507.2 ID I=6 ID II=7 PRINT HYD ID=4 CODE=1 * *S ROUTE COMBINED FLOWS THRU SUB-BASIN 504 * COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=42. MAX ELEV=45. CH SLP=.0085 FP SLOPE=.0085 N =.030 DIST=3600. DIST ELEV DIST ELEV DIST ELEV 0. 45.0 1700. 42.0 3600. 45.0 ROUTE MCUNGE ID=6 HYD=507.3 INFLOW ID=4 DT=0HR L=8500 NS=0 SLOPE=0.0085 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE RC=-1 VS NO=2 NSEGS=1 ELMIN=0. MAX ELEV=26. CH SLP=.0141 FP SLOPE=.0141 N =.030 DIST=1450. DIST ELEV DIST ELEV DIST ELEV 0 25.0 250 20.0 400 10.0 550 0.0 800 10.0 1000 20.0 1450 26.0 ROUTE MCUNGE ID=5 HYD=507.4 INFLOW ID=6 DT=0HR L=3400 NS=0 SLOPE=0.0141 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=5 CODE=1 *S *S SUB-BASIN 505 COMPUTE NM HYD ID=4 HYD NO=505 AREA=0.57826 SQ MI PER A=57.8 PER B=6.7 PER C=9.4 PER D=26.1 TP=0.33932 HR MASS RAIN=-1 PRINT HYD ID=4 CODE=1 *S* *S* DIVIDE BASIN 505 TO ACCOUNT FOR FLOW IN TEMPER OUTFALL DIVIDE HYD ID=4 Q=-39 ID I=83 HYD=TOTEMPER ID II=84 HYD=HISTORIC *S DIVIDE TEMPER OUTFALL FLOW TO ACCOUNT FOR DETENSION PONDS *S TOTAL FLOW FROM BASIN 505 INTO OUTFALL = 135 CFS DIVIDE HYD ID=83 Q=135 ID I=83 HYD=TOTEMPER ID II=99 HYD=PONDS *S TOTAL FLOW FROM BASIN 505 TO TEMPER PRINT HYD ID=83 CODE=1 *S TOTAL FLOW FROM BASIN 505 TO DETENSION PONDS PRINT HYD ID=99 CODE=1 *S PART OF BASIN 505 FLOWING ALONG HISTORIC PATH PRINT HYD ID=84 CODE=1 * *S ROUTE POND FLOW THROUGH DETENSION POND ROUTE RESERVOIR ID=98 HYD=509.01 INFLOW ID=99 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0.00 5717 11.23 1.11 5718 47.63 0.73 5719 116.66 2.31 5720 85.57 3.95 5721 104.80 4.45 5722 121.01 4.86 5723 135.30 5.23 5724 PRINT HYD ID=98 CODE=1 *s ADD POND OUTFLOW TO TEMPER OUTFLOW FROM BASIN 505 * ADD HYD ID=83 HYD=505TEMPER ID I=98 ID II=83 PRINT HYD ID=83 CODE=1 *S ROUTE SUB-BASIN 505 THRU HAUL ROAD XING AND *S ROUTE THRU SUB-BASIN 504 AND ADD TO PREVIOUSLY ROUTED FLOWS * COMPUTE RATING CURVE RC=-1 VS NO=1 CODE=-1 SLP=0.0025 DIA=1.5 N=0.024 ROUTE MCUNGE ID=6 HYD=505.1 INFLOW ID=84 DT=0HR L=62 NS=0 SLOPE=0.0025 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=6 CODE=1 COMPUTE RATING CURVE RC=-1 VS NO=1 NSEGS=1 ELMIN=20. MAX ELEV=25. CH SLP=.0119 FP SLOPE=.0119 N =.030 DIST=300 DIST ELEV DIST ELEV DIST ELEV 0 25.0 35 20.0 160 20.0 300 25.0 ROUTE MCUNGE ID=4 HYD=505.2 INFLOW ID=6 DT=0HR L=4275 NS=0 SLOPE=0.0119 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=4 CODE=1 ADD HYD ID=6 HYD=505.3 ID I=4 ID II=5 ***************************************************************************************************** *S ADD TEMPER FLOWS INTO TEMPER SD ADD HYD ID=85 HYD=TEMPER ID I=83 ID II=80 PRINT HYD ID=85 CODE=1 *S* ROUTE TEMPER SD OUTFALL IN CHANNEL TO I40 *S* ROUTE THROUGH EARTHEN CHANNEL COMPUTE RATING CURVE RC=1 VS NO=1 NSEGS=1 ELMIN=94 MAX ELEV=100 CH SLP=.021 FP SLOPE=.021 N =.03 DIST=34 DIST ELEV DIST ELEV DIST ELEV 0. 100.0 12. 94.0 22. 94.0 34. 100.0 ROUTE MCUNGE ID=86 HYD=EATEMP INFLOW ID=85 DT=0HR L=4060.28 NS=0 SLOPE=0.021 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=86 CODE=0 *S *S SUB-BASIN 504 * COMPUTE NM HYD ID=4 HYD NO=504 AREA=0.89619 SQ MI PER A=99.0 PER B=0.0 PER C=0.0 PER D=1.0 TP=0.48956 HR MASS RAIN=-1 PRINT HYD ID=4 CODE=1 * *S *S DIVIDE BASIN 504 WITH 100 ACRES STILL GOING TO THE BOXES *S AND THE REST GOING TO THE EAST AMOLE INTAKE STRUCTURE *s FLOWS TRAVELS UNDER I40 THROUGH EXISTING BOX CULVERTS *S FLOW LEAVES PROJECT AREA *S REMAINDER IS ROUTED THROUGH 90" SD TO EASP DIVIDE HYD ID=4 PER=-17.3581 ID I=73 HYD=EABOXES ID II=72 HYD=CHNLTOEASP *S ADD TEMPER FLOWS WITH SURROUND AREA FLOWS AND WEST AMOLE FLOWS *S SPLIT FLOW SO THE EX Q (445.77 CFS) CONTINUES THROUGH EA BOXES ADD HYD ID=73 HYD=SURROUND ID I=72 ID II=6 ADD HYD ID=72 HYD=EAIS ID I=73 ID II=86 PRINT HYD ID=72 CODE=1 ADD HYD ID=73 HYD=EAIS ID I=71 ID II=72 PRINT HYD ID=73 CODE=1 *S* ********************************************************************************* *S****************************************************************************** *S CALCULATE RUNOFF FOR BASINS JUST SOUTH OF LADERA DAMS 1 THROUGH 5, * *S NORTH OF I-40, & WEST OF 98TH ST. * *S REGION A (AMOLE WATERSHED) * *S****************************************************************************** * RAINFALL FOR WEST BLUFF BASINS * 24-hour rainfall distribution based on NOAA Atlas 2 RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.90 RAIN SIX=2.20 RAIN DAY=2.65 DT=.05 ******************************************************************************* * SEDIMENT BULK CODE=1 FACTOR=1.08 *S *S COMPUTE HYDROGRAPH FOR BASIN 600 (FILL SITE) *S FLOW GOES SOUTH UNDER I40 FOR EXISTING, LEAVES STUDY AREA COMPUTE NM HYD ID=1 HYD=600 DA=0.4625 SQ MI PER A=41 PER B=28 PER C=31 PER D=0 TP=-0.189 RAIN=-1 PRINT HYD ID=1 CODE=10 ************************************************************************************************************************* * * *S DIVIDE BASIN 600 TO ACCOUNT FOR FLOW ALLOWED TO CONTINUE UNDER THE FREEWAY -- LEM 6/15/06 *S FLOW LEAVES PROJECT AREA THROUGH EXISTING 36" AND 42" PIPE DIVIDE HYD ID=1 PER=-4.6 ID I=99 HYD=36"PIPE ID II=95 HYD=REMAINDER DIVIDE HYD ID=95 PER=-6.3 ID I=86 HYD=42"PIPE ID II=2 HYD=REMAINDER *S FLOW LEAVING PROJECT AREA THROUGH EXISTING 36" PIPE PRINT HYD ID=99 CODE=1 *S FLOW LEAVING PROJECT AREA THROUGH EXISTING 42" PIPE PRINT HYD ID=86 CODE=1 *S REMAINING FLOW INTO EASP AND I-40 INTERIM SYSTEM PRINT HYD ID=2 CODE=1 *S* ROUTE SECTION OF 600 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=99 DT=0HR L=490 NS=0 SLOPE=.082 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=88 CODE=1 *S* ROUTE SECTION OF 600 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=86 DT=0HR L=280 NS=0 SLOPE=.059 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=88 CODE=1 *S DIVIDE REMAINING FLOW TO ACCOUNT FOR EASP *S CHANGED SPLIT OF BASIN 600 FROM 62.7 TO 87.3 BASED ON AS-BUILT GRADING OF DAM DIVIDE HYD ID=2 PER=-87.3 ID I=74 HYD=EASP ID II=75 HYD=I40FLOW *S FLOW INTO EASP PRINT HYD ID=74 CODE=1 *S FLOW INTO I40 INTERIM SYSTEM PRINT HYD ID=75 CODE=1 *S *S DIVIDE REMAINING EASP FLOW TO ACCOUNT FOR BASIN DIVIDE * DIVIDE HYD ID=74 PER=-91.8 ID I=2 HYD=EASP ID II=1 HYD=LOCAL *S FLOW INTO EASP PRINT HYD ID=2 CODE=1 *S LOCAL DRAINAGE FLOW INTO EASP INLETS/CULVERTS PRINT HYD ID=99 CODE=1 * *S ROUTE SHAMROCK FLOW FROM EDGE OF ESCARPMENT TO NEW AMOLE DAM SITE THRU CONCRETE CHANNEL *S 3' DEEP CHANNEL WITH 2:1 SIDE SLOPES *S ROUTED FLOW CHANGED FROM CHANNEL TO 90" PIPE BASED ON FINAL DESIGN COMPUTE RATING CURVE RC=1 VS NO=1 CODE=-1 SLP=.0464 DIA=90 N=0.015 ROUTE MCUNGE ID=76 HYD=RTEAFLOW INFLOW ID=73 DT=0HR L=3586.00 NS=0 SLOPE=0.0464 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=76 CODE=0 *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=50.52 PER D=49.48 TP=0.133 RAIN=-1 PRINT HYD ID=27 CODE=1 *S* ADD FLOW FROM IN1 TO I-40 SD ADD HYD ID=76 HYD=EATO ID=76 ID=27 PRINT HYD ID=76 CODE=1 *S *S DIVIDE FLOW FROM 90" SD INTO 36" SD CAPACITY AND EXCESS TO EASP *S CHANGED 48" PIPE TO A 36" PIPE TO REFLECT CURRENT PIPE DESIGN DIVIDE HYD ID=76 Q=83 ID=85 HYD=maxflow36"SD ID=86 HYD=36"SD_overflow PRINT HYD ID=85 CODE=10 PRINT HYD ID=86 CODE=10 *S *S ADD PARTIAL BASIN 600 TO POND SURGE FLOWS * ADD HYD ID=77 HYD=SURGE ID I=86 ID II=2 PRINT HYD ID=77 CODE=1 SAVE HYD ID=77 HYD=SURGE *S ROUTE OVERFLOW INTO EAST AMOLE SURGE POND *S USED EASP OUTLET CONTROLED RATING CURVE.UPDATED WITH ASBULIT STAGE-STORAGE. JDE 5/18/11 *S SUBTRACTED CAPACITY OF THE PIPE (83CFS) TO ACCOUNT FOR SURGE POND CONDITION. LEM 6/20/06 * ROUTE RESERVOIR ID=4 HYD=EASTAMOLE INFLOW ID=77 CODE=10 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=4 CODE=1 * *S DIVIDE FLOW FOR EMERGENCY AND PRINCIPAL SPILLWAY DIVIDE HYD ID=4 Q=27.7 ID=4 HYD=PRINCIPAL ID=77 HYD=EMERGENCY PRINT HYD ID=4 CODE=10 PRINT HYD ID=77 CODE=10 *S ADD EASP OUTFLOW BACK TO SD FLOW * ADD HYD ID=99 HYD=36INTOT ID I=4 ID II=85 PRINT HYD ID=99 CODE=1 * *S ADD EASP EMRGENCY SPILLWAY FLOW TO LOCAL DRAINAGE FLOW * ADD HYD ID=86 HYD=CULVERTS ID I=77 ID II=1 PRINT HYD ID=86 CODE=1 *S *S**** FLOW REACHING IN2 **** *S* COMPUTE NM HYD ID=27 HYD NO=IN2 DA=0.00259 PER A=0 PER B=0 PER C=50.52 PER D=49.48 TP=0.133 RAIN=-1 PRINT HYD ID=27 CODE=1 *S* ADD FLOW FROM IN2 TO I-40 SD ADD HYD ID=26 HYD=EATO ID=99 ID=27 PRINT HYD ID=26 CODE=1 *S *S *S ROUTE FLOW FROM NEW AMOLE DAM SITE UP TO FIRST INTERSECTION * COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.015 DIA=36 IN N=0.015 ROUTE MCUNGE ID=78 HYD=RT600 INFLOW ID=26 DT=0HR L=1760 NS=0 SLOPE=.015 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=78 CODE=10 *S DIVIDE REMAINDER OF BASIN 600 TO ACCOUNT FOR STUB-OUT PLACEMENT * DIVIDE HYD ID=75 PER=-41.4 ID=3 HYD=POND#1 ID=4 HYD=POND#2 PRINT HYD ID=3 CODE=10 PRINT HYD ID=4 CODE=10 * *S* ROUTE PART OF REMAINING BASIN 600 FLOW THROUGH INTERIM POND #1 *S 36" CMP RISER WITH TOP OPENING OUTLET STRUCTURE ROUTE RESERVOIR ID=98 HYD=intpond1 INFLOW ID=3 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.00 0 5487 2.88 0.21 5488.5 4.99 0.29 5489 6.45 0.38 5489.5 10.51 0.48 5490 13.64 0.58 5490.5 16.01 0.69 5491 20.91 0.81 5491.5 24.81 0.94 5492 27.90 1.07 5492.5 33.48 1.22 5493 38.03 1.37 5493.5 41.73 1.53 5494 53.78 1.7 5494.5 72.83 1.87 5495 96.39 2.06 5495.5 PRINT HYD ID=98 CODE=1 * *S ADD POND OUTFLOW TO ROUTED FLOWS AT 2A INTERSECTION * ADD HYD ID=79 HYD=2A ID I=78 ID II=98 PRINT HYD ID=79 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=50.52 PER D=49.48 TP=0.133 RAIN=-1 PRINT HYD ID=31 CODE=1 *S* ADD FLOW FROM IN3 TO I-40 SD ADD HYD ID=3 HYD=EATO ID=31 ID=79 PRINT HYD ID=3 CODE=1 *S *s *S ROUTE FLOW TO 118TH STREET STUB-OUT -- 2B * COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.034 DIA=42 IN N=0.015 ROUTE MCUNGE ID=78 HYD=RT2B INFLOW ID=3 DT=0HR L=1960 NS=0 SLOPE=.034 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=78 CODE=10 *S* ROUTE REMAINING BASIN 600 FLOW THROUGH INTERIM POND #2 *S 72" CMP RISER WITH TOP OPENING OUTLET STRUCTURE ROUTE RESERVOIR ID=98 HYD=intpond2 INFLOW ID=4 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.00 0 5412 6.25 0.17 5413.5 10.82 0.23 5414 13.97 0.3 5414.5 22.78 0.38 5415 29.56 0.47 5415.5 34.69 0.56 5416 45.30 0.65 5416.5 53.76 0.76 5417 60.45 0.87 5417.5 96.01 0.98 5418 155.64 1.11 5418.5 PRINT HYD ID=98 CODE=1 *S ADD POND OUTFLOW TO ROUTED FLOWS AT 2B INTERSECTION * ADD HYD ID=79 HYD=2A ID I=78 ID II=98 PRINT HYD ID=79 CODE=1 *S *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=50.52 PER D=49.48 TP=0.133 RAIN=-1 PRINT HYD ID=24 CODE=1 *S* ADD FLOW FROM IN4 TO FLOW FROM I40 ADD HYD ID=76 HYD=EATO ID=79 ID=24 PRINT HYD ID=76 CODE=1 *S *s *S ROUTE FLOW TO EDGE BASIN 601 *S ROUTE FLOW IN 54" PIPE * COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.0359 DIA=54 IN N=0.013 ROUTE MCUNGE ID=80 HYD=RT600 INFLOW ID=76 DT=0HR L=1150 NS=0 SLOPE=.0359 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=80 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN 601 COMPUTE NM HYD ID=1 HYD=601 DA=0.2391 SQ MI PER A=71 PER B=26 PER C=3 PER D=0 TP=-0.239 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S *S* ROUTE BASIN 601 FLOW THROUGH INTERIM POND #3 *S 60" CMP RISER WITH TOP OPENING OUTLET STRUCTURE ROUTE RESERVOIR ID=98 HYD=intpond3 INFLOW ID=1 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.00 0 5370 4.81 1.77 5371.5 8.32 2.4 5372 10.75 3.05 5372.5 17.52 3.72 5373 22.74 4.4 5373.5 26.69 5.11 5374 PRINT HYD ID=98 CODE=1 *S ADD POND OUTFLOW TO ROUTED FLOWS AT INTERSECTION * ADD HYD ID=79 HYD=2A ID I=80 ID II=98 PRINT HYD ID=79 CODE=1 *S**** FLOW REACHING IN5 **** *S* COMPUTE NM HYD ID=6 HYD NO=IN5 DA=0.00476 PER A=0 PER B=0 PER C=50.52 PER D=49.48 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=50.52 PER D=49.48 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=79 PRINT HYD ID=76 CODE=1 *S *S ROUTE FLOW TO NEXT STUB-OUT *S ROUTE FLOW THROUGH A 72" PIPE COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.0359 DIA=72 IN N=0.013 ROUTE MCUNGE ID=82 HYD=RT601 INFLOW ID=76 DT=0HR L=2180 NS=0 SLOPE=.0359 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=82 CODE=10 *S COMPUTE HYDROGRAPH FOR BASIN 602 COMPUTE NM HYD ID=2 HYD=602 DA=0.3844 SQ MI PER A=79 PER B=17 PER C=4 PER D=0 TP=-0.174 RAIN=-1 PRINT HYD ID=2 CODE=10 * *s DIVIDE BASIN 602 TO ACCOUNT FOR FLOW INTO INTERM POND #4& 98TH STREET POND * DIVIDE HYD ID=2 per=-50 ID=3 HYD=POND#4 ID=4 HYD=98POND PRINT HYD ID=3 CODE=10 PRINT HYD ID=4 CODE=1 *S ROUTE FLOW INTO INTERIM POND 4 *S 72" CMP RISER WITH TOP OPENING OUTLET STRUCTURE ROUTE RESERVOIR ID=98 HYD=intpond4 INFLOW ID=3 CODE=20 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.00 0 5329 4.81 1.04 5330.5 8.32 1.43 5331 10.75 1.83 5331.5 24.32 2.25 5332 39.93 2.69 5332.5 51.76 3.15 5333 60.83 3.63 5333.5 98.31 4.13 5334 PRINT HYD ID=98 CODE=1 *S ADD POND OUTFLOW TO ROUTED FLOWS AT INTERSECTION * ADD HYD ID=79 HYD=P602 ID I=82 ID II=98 PRINT HYD ID=79 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=50.52 PER D=49.48 TP=0.133 RAIN=-1 PRINT HYD ID=61 CODE=1 *S* ADD FLOW FROM IN7 AND SURGE POND FLOW ADD HYD ID=76 HYD=EATO ID=61 ID=79 PRINT HYD ID=76 CODE=1 *S ROUTE FLOW TO NEXT STUB-OUT AT 98TH STREET *S ROUTE FLOW THROUGH A 72" PIPE COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=.0303 DIA=72 IN N=0.013 ROUTE MCUNGE ID=82 HYD=RT601 INFLOW ID=76 DT=0HR L=1410 NS=0 SLOPE=.0303 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=82 CODE=10 *S COMPUTE HYDROGRAPH FOR BASIN 603 98TH ST NORTH OF I40 *S BASIN 603 INCLUDES PART OF GRASSLANDS DEVELOPMENT COMPUTE NM HYD ID=1 HYD=603_1 DA=0.1547 SQ MI PER A=71.9 PER B=5.3 PER C=5.2 PER D=17.6 TP=-0.159 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S* BASIN 603 FLOW UNDER 98TH STREET THROUGH EXISTING BOX CULVERTS *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=1 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 EARTHEN 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=0.030 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* FLOW CONNECTS INTO SURGE POND IN INTERSECTION *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=4 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=82 Q=129 ID=21 HYD=maxflow42"SD ID=16 HYD=42"SDoverflow PRINT HYD ID=21 CODE=10 PRINT HYD ID=16 CODE=10 *S ADD 602 POND OUTFLOW AND I40 POND INFLOW *S 98TH STREET SURGE POND INFLOW ADD HYD ID=30 HYD=I4098TH ID=16 ID=88 PRINT HYD ID=30 CODE=10 * *S* ROUTE FLOW THROUGH SURGE POND ** *S SUBTRACTED CAPACITY OF THE PIPE FROM OUTFLOW TO ACCOUNT FOR SURGE POND CONDITIONS *S USED 42" PIPE ROUTE RESERVOIR ID=88 HYD=98SURGE INFLOW ID=30 CODE=10 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=42INTOT ID I=21 ID II=88 PRINT HYD ID=30 CODE=1 *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 42" SD PIPE COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLOPE=0.0158 DIA=42 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* ADD I-40 DIVERSION FLOW TO 98TH STREET BOXES OUTFLOW *S* FLOW INTO CHANNEL ALONG I40 ADD HYD ID=23 HYD=I4098TH ID=20 ID=30 PRINT HYD ID=23 CODE=1 *S* DIVIDE FLOW IN CHANNEL TO 48" STORM DRAIN THAT LEAVES PROJECT SITE *S* FLOW IS DIVERTED TO THE SOUTH SIDE OF I-40 TO MIREHAVEN ARROYO DIVIDE HYD ID=23 Q=108 ID I=89 HYD=48"PIPE ID II=90 HYD=REMAINDER PRINT HYD ID=89 CODE=1 PRINT HYD ID=90 CODE=1 *S* ROUTE FLOW IN 48" CULVERT PIPE LEAVES PROJECT SITE COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLOPE=0.0083 DIA=48 IN N=.013 ROUTE MCUNGE ID=91 HYD=RTI40TOBOX ID=89 DT=0HR L= 80 NS=0 SLOPE=0.0083 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=91 CODE=0 *S ROUTE FLOW THRU I-40 BOX CULVERTS 1-10 BY 9 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 ELMIN=0 ELMAX=9 CH SLP=.0317 FP SLP=.0317 N=.015 STA=10.02 DIST ELEV DIST ELEV DIST ELEV 0 9 .01 0 10.01 0 10.02 9 ROUTE MCUNGE ID=89 HYD=RTI40TO120 INFLOW ID=91 DT=0HR L=320 NS=0 SLOPE=.0317 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=89 CODE=10 *S ROUTE FLOW THROUGH BASIN 120 EARTHEN CHANNEL COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 ELMIN=0 ELMAX=9 CH SLP=.0200 FP SLP=.0200 N=.030 STA=50 DIST ELEV DIST ELEV DIST ELEV 0 13 25 0 50 0 ROUTE MCUNGE ID=91 HYD=RTI40TO130 INFLOW ID=89 DT=0HR L=1306 NS=0 SLOPE=.0200 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=91 CODE=10 *S********************************************************************************************** *S* BASIN EAST OF I-40 THAT CONTRIBUTE TO MIREHAVEN ARROYO. *S*************************************************************************************************** *S* COMPUTE HYDROGRAPH FOR BASIN 120_0 SOUTH OF I-40 COMPUTE NM HYD ID=89 HYD=120.0 DA=.035 PER A=50 PER B=0 PER C=50 PER D=0 TP=0.133 RAIN=-1 PRINT HYD ID=89 CODE=10 *S ADD ROUTED FLOW AND BASIN 120 ADD HYD ID=32 HYD=120_SD ID=89 ID=91 PRINT HYD ID=32 CODE=1 *S ROUTE FLOW THROUGH BASIN 130.0 EARTHEN CHANNEL COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=10 CH SLP=.020 FP SLP=.020 N=.030 DIST=60 DIST ELEV DIST ELEV DIST ELEV 0 10 30 0 60 0 ROUTE MCUNGE ID=89 HYD=RT140TOEND INFLOW ID=32 DT=0HR L=1400 NS=0 SLOPE=0.04 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=89 CODE=10 *S COMPUTE HYDROGRAPH FOR BASIN 130.0 SOUTH OF I-40 COMPUTE NM HYD ID=91 HYD=130_0 DA=.061 PER A=50 PER B=0 PER C=50 PER D=0 TP=0.190 RAIN=-1 PRINT HYD ID=91 CODE=10 *S ADD ROUTED FLOW AND BASIN 130.0 TOTAL FLOW AT BOTTOM OF MIREHAVEN ARROYO ADD HYD ID=34 HYD=TOTMHA ID=91 ID=89 PRINT HYD ID=34 CODE=1 ******************************************************************************************************* *S *S****************************************************************************** *S LADERA WATERSHED *S****************************************************************************** *S CALCULATE RUNOFF FOR BASINS DRAINING TO PONDS 1 THROUGH 9 *S REGION B1 *S****************************************************************************** *S RAINFALL FOR LADERA BASINS ABOVE DAM #12 RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.763 RAIN SIX=2.143 RAIN DAY=2.602 DT=.05 *S****************************************************************************** SEDIMENT BULK CODE=1 FACTOR=1.23 *S *S COMPUTE HYDROGRAPH FOR BASIN L0.1 COMPUTE NM HYD ID=1 HYD=TO_DAMZERO DA=.3375 PER A=52 PER B=29 PER C=19 PER D=0 TP=-0.280 RAIN=-1 PRINT HYD ID=1 CODE=10 * * *S ROUTE FLOW THROUGH POND #0. * DAM ZERO WAS NOT IN THE DAM15 AHYMO MODEL; STORAGE BASED ON TABLE B * SHT 40 OF LADERA DAM PLAN SET. SPILLWAY EL=5524. * PIPE DISCHARGE WAS RE-CALCED FOR I40-DMP USING ORIFICE EQN. ROUTE RESERVOIR ID=2 HYD=PONDZERO INFLOW ID=1 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5516.5 128 0.6 5519 222 0.96 5520 340 1.92 5522 425 3.23 5524 1497 4.91 5526 3809 7.13 5528 8350 10.08 5530 PRINT HYD ID=2 CODE=10 * *S ROUTE OUTFLOW FROM DAM ZERO THROUGH BASIN L1.2 EARTHEN CHANNEL COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.04 FP SLP=.056 N=.030 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=9 HYD=L0.1_1 INFLOW ID=2 DT=0HR L=3000 NS=0 SLOPE=0.04 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=9 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.07 *S *S COMPUTE HYDROGRAPH FOR BASIN L1.2 COMPUTE NM HYD ID=1 HYD=L1.2 DA=0.1188 SQ MI PER A=42 PER B=46 PER C=12 PER D=0 TP=-0.167 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S COMBINED FLOW (BASIN L0.1 AND L1.2) ADD HYD ID=2 HYD=L1.2_1 ID=1 ID=9 PRINT HYD ID=2 CODE=10 * *S ROUTE THROUGH BASIN L1.1 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.06 FP SLP=.041 N=.030 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=9 HYD=L1.1_1 INFLOW ID=2 DT=0HR L=500 NS=0 SLOPE=0.06 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=9 CODE=10 * *S COMPUTE HYDROGRAPH FOR BASIN L1.1 COMPUTE NM HYD ID=1 HYD=L1.1 DA=0.5438 SQ MI PER A=63 PER B=34 PER C=3 PER D=0 TP=-0.374 RAIN=-1 PRINT HYD ID=1 CODE=10 * * *S COMBINED FLOW (BASINS L0.1, L1.1 AND L1.2) ADD HYD ID=9 HYD=TO_DAM1 ID=9 ID=1 PRINT HYD ID=9 CODE=10 * *S ROUTE FLOW THROUGH POND #1 ROUTE RESERVOIR ID=10 HYD=POND1 INFLOW ID=9 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5418.0 63 5.66 5420.0 120 11.77 5422.0 156 18.47 5424.0 186 25.90 5426.0 198 29.92 5427.0 3204 48.52 5431 PRINT HYD ID=10 CODE=10 * *S ROUTE OVERLAND FLOW FROM BASINS L0.1,L1.1,L1.2 THROUGH BASIN L4.1 * THIS ACCOUNTS FOR THE TIME IT TAKES FLOW TO GET THROUGH DAMS IN BASIN L4.1 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.03 FP SLP=.051 N=.03 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=9 HYD=L4.1_1 INFLOW ID=10 DT=0HR L=2350 NS=0 SLOPE=0.03 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=9 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.05 *S *S COMPUTE HYDROGRAPH FOR BASIN L4.1 COMPUTE NM HYD ID=6 HYD=L4.1 DA=0.2594 SQ MI PER A=62 PER B=18 PER C=20 PER D=0 TP=-0.214 RAIN=-1 PRINT HYD ID=6 CODE=10 *S *S DIVIDE FLOW FROM BASIN L4.1 INTO 3 PIECES FOR ROUTE THROUGH PONDS 2, 3, & 4 DIVIDE HYD ID=6 Q=-.333 ID=1 HYD=L4.1_2 ID=3 HYD=L4.1_3 * *S ADD THE 1ST THIRD OF RUNOFF FROM BASIN L4.1 TO COMBINED FLOW ADD HYD ID=10 HYD=TO_DAM2 ID=1 ID=9 PRINT HYD ID=10 CODE=10 *S *S ROUTE FLOW THROUGH POND #2 ROUTE RESERVOIR ID=9 HYD=POND2 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0 5402.0 27. 5.26 5404. 55. 10.85 5406.0 75. 16.79 5408.0 90. 23.10 5410.0 105. 29.77 5412.0 535 40.52 5415 PRINT HYD ID=9 CODE=10 *S ADD 2ND THIRD OF RUNOFF FROM BASIN L4.1 TO FLOW FROM POND #2 ADD HYD ID=10 HYD=TO_DAM3 ID=1 ID=9 PRINT HYD ID=10 CODE=10 *S *S ROUTE FLOW THROUGH POND #3 ROUTE RESERVOIR ID=9 HYD=POND3 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0 0. 5374.0 11 4.15 5375.5 24 9.99 5377.5 32 16.19 5379.5 39 22.76 5381.5 44 29.71 5383.5 70 33.5 5384 863 44.78 5387.5 1064 55.83 5388 PRINT HYD ID=9 CODE=10 * *S ADD FLOW FROM REMAINING THIRD OF BASIN L4.1 TO FLOW FROM POND #3 ADD HYD ID=10 HYD=TO_DAM4 ID=1 ID=9 PRINT HYD ID=10 CODE=10 *S *S ROUTE FLOW THROUGH POND #4 ROUTE RESERVOIR ID=9 HYD=POND4 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5349. 10. 2.47 5350. 23. 7.65 5352. 35. 13.16 5354.0 45. 19.03 5356.0 1450. 25.25 5358.0 3040 31.81 5360 PRINT HYD ID=9 CODE=10 *S *S ROUTE OVERLAND FLOW FROM BASINS L0.1-L4.1 THROUGH BASIN L5.1 * THIS ACCOUNTS FOR THE TIME IT TAKES FLOW TO GET THROUGH DAMS IN BASIN L5.1 COMPUTE RATING CURVE ID=1 VS NO=1 NO SEGS=1 MIN ELEV=0 MAX ELEV=5 CH SLP=.017 FP SLP=.037 N=.03 DIST=50 DIST ELEV DIST ELEV DIST ELEV 0 5 15 0 35 0 50 5 ROUTE MCUNGE ID=10 HYD=L5.1_1 INFLOW ID=9 DT=0HR L=600 NS=0 SLOPE=0.017 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=10 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.12 *S *S COMPUTE HYDROGRAPH FOR BASIN L5.1 COMPUTE NM HYD ID=1 HYD=L5.1 DA=0.9000 SQ MI PER A=47 PER B=33 PER C=20 PER D=0 TP=-0.492 RAIN=-1 PRINT HYD ID=1 CODE=10 * * *S COMBINED FLOW (BASINS L0.1-L4.1 AND L5.1) ADD HYD ID=11 HYD=TO_DAM5 ID=1 ID=10 PRINT HYD ID=11 CODE=10 *S *S ROUTE FLOW THROUGH POND #5 ROUTE RESERVOIR ID=9 HYD=POND5 INFLOW ID=11 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5330.8 25. 4.2 5331.8 125. 12.9 5333.8 200. 22.1 5335.8 222 31.5 5337.0 455 31.9 5337.8 3833 52.7 5341.8 PRINT HYD ID=9 CODE=10 * *S *******************************************************************************LAURA *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=1.763 RAIN SIX=2.143 RAIN DAY=2.602 DT=.05 *S* 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=0.0094 SQ MI PER A=0 PER B=16.7 PER C=33.3 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 HALF 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 ROUTE RESERVOIR ID=9 HYD=POND6 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5321.0 63 7.24 5323.0 120 14.92 5325.0 156 23.04 5327.0 162 25.07 5327.5 2035 40.72 5331 PRINT HYD ID=9 CODE=10 * *S 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 ROUTE RESERVOIR ID=9 HYD=POND7 INFLOW ID=10 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5300.0 60. 5.25 5302.3 130. 10.85 5304.3 180. 16.82 5306.3 3424 29.78 5310 PRINT HYD ID=9 CODE=10 * *S 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 ROUTE RESERVOIR ID=10 HYD=POND8 INFLOW ID=11 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0. 0. 5287.0 12 3.15 5288.0 42 9.75 5290.0 60 16.79 5292.0 74 24.22 5294.0 86 32.08 5296.0 90 36.23 5297.0 215 40.5 5298 869 49.14 5300 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=0.0044 SQ MI PER A=0 PER B=16.7 PER C=33.3 PER D=50 TP=-0.133 RAIN=-1 PRINT HYD ID=3 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=16.7 PER C=33.3 PER D=50 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 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 FLOWS WITH BASIN L7.1A ADD HYD ID=96 HYD=L7.1A ID=52 ID=99 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=5 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 ROUTE RESERVOIR ID=99 HYD=POND9 INFLOW ID=61 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 0.0 0.0 5267.0 25.5 3.17 5269.0 42.8 9.22 5271.0 54.9 15.83 5273.0 64.7 22.99 5275.0 69.1 26.77 5276 873.3 30.70 5277.0 5280.9 39.41 5279.0 PRINT HYD ID=99 CODE=10 * *S SKIP FROM DAM 9 UP TO TOP OF LADERA WATERSHED *S**************************************************************************** *S**************************************************************************** *S CALCULATE RUNOFF BEGINNING AT THE TOP OF LADERA L12 WATERSHED. *S UPPER LADERA BASINS START AT DOUBLE EAGLE II AIRPORT & DRAIN TO DAM12 *S REGION B2 *S**************************************************************************** * SEDIMENT BULK CODE=1 FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.1 NON-CONTRIBUTING BASIN. COMPUTE NM HYD ID=1 HYD=L12.1 DA=0.2219 SQ MI PER A=77 PER B=0 PER C=18 PER D=5 TP=-0.386 RAIN=-1 PRINT HYD ID=1 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.2 NON-CONTRIBUTING BASIN. COMPUTE NM HYD ID=2 HYD=L12.2 DA=1.1359 SQ MI PER A=83 PER B=1 PER C=12 PER D=4 TP=-0.147 RAIN=-1 PRINT HYD ID=2 CODE=10 * *S COMBINED FLOW FROM NON-CONTRIBUTING BASINS (BASIN L12.1 AND L12.2) *S NOTE: THERE IS ON-SITE RETENTION BETWEEN THE RUNWAYS. THIS WILL *S ATTENUATE FLOW. ALSO, THE PLAYA IN L12.2 CAN HOLD ESTIMATED 70 ACRE-FT. ADD HYD ID=4 HYD=L12.2_1 ID=1 ID=2 PRINT HYD ID=4 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.3 COMPUTE NM HYD ID=1 HYD=L12.3 DA=0.3313 SQ MI PER A=96 PER B=0 PER C=4 PER D=0 TP=-0.424 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.3 THROUGH L12.6 * TYPICAL CROSS SECTION A TRANSITIONS TO E COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.006 FP SLP=0.006 N=0.030 DIST=400 DIST ELEV DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=49 HYD=L12.3_1 INFLOW ID=1 DT=0HR L=5400 NS=0 SLOPE=0.006 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=4.0 CH SLP=0.0013 FP SLP=0.0013 N=0.030 DIST=48 DIST ELEV DIST ELEV DIST ELEV 0 4 10 3 19 0 29 0 38 3 48 4 ROUTE MCUNGE ID=50 HYD=L12.3_1 INFLOW ID=49 DT=0HR L=1600 NS=0 SLOPE=0.0013 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.5 COMPUTE NM HYD ID=1 HYD=L12.5 DA=0.7313 SQ MI PER A=98 PER B=0 PER C=2 PER D=0 TP=-0.448 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.5 THROUGH L12.4 * TYPICAL CROSS SECTION A COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0022 FP SLP=0.0022 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=51 HYD=L12.4_1 INFLOW ID=1 DT=0HR L=1850 NS=0 SLOPE=0.0022 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=51 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.4 COMPUTE NM HYD ID=1 HYD=L12.4 DA=0.6016 SQ MI PER A=95 PER B=0 PER C=4 PER D=1 TP=-0.411 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD L12.4 AND L12.5 ADD HYD ID=2 HYD=L12.4_2 ID=1 ID=51 PRINT HYD ID=2 CODE=10 * *S ROUTE COMBINED (L12.4 AND L12.5) THROUGH L12.6 * TYPICAL CROSS SECTION A COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0059 FP SLP=0.0059 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=51 HYD=L12.6_1 INFLOW ID=2 DT=0HR L=5250 NS=0 SLOPE=0.0059 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=51 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.6 COMPUTE NM HYD ID=1 HYD=L12.6 DA=0.9453 SQ MI PER A=87 PER B=0 PER C=12 PER D=1 TP=-0.504 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD (L12.4-5) & L12.6 ADD HYD ID=2 HYD=L12.6_2 ID=1 ID=51 PRINT HYD ID=2 CODE=10 * *S ADD (L12.4-6) & L12.3 ADD HYD ID=4 HYD=L12.6_3 ID=2 ID=50 PRINT HYD ID=4 CODE=10 * *S ROUTE COMBINED (L12.3, L12.4, L12.5, AND L12.6) THROUGH L12.7 * TYPICAL CROSS SECTION E, 2 SLOPES COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=4.0 CH SLP=0.0006 FP SLP=0.0006 N=0.030 DIST=48 DIST ELEV DIST ELEV 0 4 10 3 19 0 29 0 38 3 48 4 ROUTE MCUNGE ID=49 HYD=L12.7_1 INFLOW ID=4 DT=0HR L=1000 NS=0 SLOPE=0.0006 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=4.0 CH SLP=0.0097 FP SLP=0.0097 N=0.030 DIST=48 DIST ELEV DIST ELEV 0 4 10 3 19 0 29 0 38 3 48 4 ROUTE MCUNGE ID=50 HYD=L12.7_1 INFLOW ID=49 DT=0HR L=1350 NS=0 SLOPE=0.0097 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.7 COMPUTE NM HYD ID=1 HYD=L12.7 DA=1.0563 SQ MI PER A=97 PER B=0 PER C=2 PER D=1 TP=-0.549 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD (L12.3-6) & L12.7 ADD HYD ID=3 HYD=L12.7_2 ID=1 ID=50 PRINT HYD ID=3 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.8 COMPUTE NM HYD ID=1 HYD=L12.8 DA=0.4219 SQ MI PER A=97 PER B=0 PER C=2 PER D=1 TP=-0.566 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.8 THROUGH L12.7 * TYPICAL CROSS SECTION E COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=4.0 CH SLP=0.0139 FP SLP=0.0139 N=0.030 DIST=48 DIST ELEV DIST ELEV 0 4 10 3 19 0 29 0 38 3 48 4 ROUTE MCUNGE ID=50 HYD=L12.7_3 INFLOW ID=1 DT=0HR L=575 NS=0 SLOPE=0.0139 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * *S ADD (L12.3-7) & L12.8 ADD HYD ID=3 HYD=L12.7_4 ID=3 ID=50 PRINT HYD ID=3 CODE=10 * * *S ROUTE COMBINED (L12.3-8) THROUGH L12.9 -- UPPER REACHES MIREHAVEN A ARROYO * TYPICAL CROSS SECTION A TRANSITIONS TO B COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0327 FP SLP=0.0327 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=49 HYD=L12.9_1 INFLOW ID=3 DT=0HR L=600 NS=0 SLOPE=0.0327 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=10.0 CH SLP=0.0198 FP SLP=0.0198 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 10 85 5 135 0 165 0 215 5 300 10 ROUTE MCUNGE ID=50 HYD=L12.9_1 INFLOW ID=49 DT=0HR L=4150 NS=0 SLOPE=0.0198 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.07 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.9 COMPUTE NM HYD ID=1 HYD=L12.9 DA=0.6594 SQ MI PER A=92 PER B=7 PER C=1 PER D=0 TP=-0.384 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD (ROUTED L12.3-8) & L12.9 ADD HYD ID=4 HYD=L12.9_2 ID=1 ID=50 PRINT HYD ID=4 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.11 COMPUTE NM HYD ID=1 HYD=L12.11 DA=0.2734 SQ MI PER A=98 PER B=0 PER C=1 PER D=1 TP=-0.526 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.11 THROUGH L12.12 * TYPICAL CROSS SECTION A TRANSITIONS TO B COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0189 FP SLP=0.0189 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=49 HYD=L12.12_1 INFLOW ID=1 DT=0HR L=1900 NS=0 SLOPE=0.0189 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=10.0 CH SLP=0.0246 FP SLP=0.0246 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 10 85 5 135 0 165 0 215 5 300 10 ROUTE MCUNGE ID=50 HYD=L12.12_1 INFLOW ID=49 DT=0HR L=3450 NS=0 SLOPE=0.0246 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S ADD ROUTED L12.11 & L12.3-9 ADD HYD ID=2 HYD=L12.12_2 ID=4 ID=50 PRINT HYD ID=2 CODE=10 *S *S ROUTE COMBINED (L12.3-9,11) THROUGH L12.12 -- UPPER REACHES OF MIREHAVEN "A" * TYPICAL CROSS SECTION C COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.0133 FP SLP=0.0133 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=50 HYD=L12.12_3 INFLOW ID=2 DT=0HR L=1125 NS=0 SLOPE=0.0133 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.07 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.12 COMPUTE NM HYD ID=1 HYD=L12.12 DA=0.3531 SQ MI PER A=99 PER B=1 PER C=0 PER D=0 TP=-0.370 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD ROUTED L12.3-9,11 & L12.12 ADD HYD ID=3 HYD=L12.12_4 ID=1 ID=50 PRINT HYD ID=3 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.10 COMPUTE NM HYD ID=1 HYD=L12.10 DA=0.2219 SQ MI PER A=83 PER B=11 PER C=6 PER D=0 TP=-0.240 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD ROUTED L12.3-9,11,12 & L12.10 ADD HYD ID=4 HYD=L12.10_1 ID=1 ID=3 PRINT HYD ID=4 CODE=10 * *S ROUTE COMBINED (L12.3-12) THROUGH L12.13 -- *S MIREHAVEN "A" ROUTED FROM PLATEAU ABOVE ESCARPMENT TO BELOW ESCARPMENT * TYPICAL CROSS SECTION C, THREE CHANGES IN SLOPE COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.0211 FP SLP=0.0211 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=49 HYD=L12.13_1 INFLOW ID=4 DT=0.0 L=3525 NS=0 SLOPE=0.0211 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.5231 FP SLP=0.5231 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=4 HYD=L12.13_1 INFLOW ID=49 DT=0.0 L=350 NS=0 SLOPE=0.5231 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=3 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.0600 FP SLP=0.0600 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=50 HYD=L12.13_1 INFLOW ID=4 DT=0.0 L=250 NS=0 SLOPE=0.0600 MATCODE=0 REGCODE=0 CCODE=0 *ROUTE MCUNGE ID=50 HYD=L12.13_1 INFLOW ID=4 DT=0.0 L=4125 * NS=0 SLOPE=0.0237 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * *S *S COMPUTE HYDROGRAPH FOR BASIN L12.13 COMPUTE NM HYD ID=1 HYD=L12.13 DA=0.2609 SQ MI PER A=94 PER B=1 PER C=5 PER D=0 TP=-0.234 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD ROUTED L12.3-12 & L12.13 *S TOTAL MIREHAVEN "A" ARROYO FLOW AT BASE OF ESCARPMENT ADD HYD ID=4 HYD=L12.13_2 ID=1 ID=50 PRINT HYD ID=4 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.025 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.15 COMPUTE NM HYD ID=1 HYD=L12.15 DA=0.4391 SQ MI PER A=98 PER B=0 PER C=1 PER D=1 TP=-0.480 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ROUTE L12.15 THROUGH L12.16 -- MIREHAVEN "C" ARROYO * TYPICAL CROSS SECTION A TRANSITIONS TO B TO C COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=3.0 CH SLP=0.0123 FP SLP=0.0123 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 3 180 2 200 0 220 2 400 3 ROUTE MCUNGE ID=49 HYD=L12.16_1 INFLOW ID=1 DT=0HR L=3100 NS=0 SLOPE=0.0123 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=2 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=10.0 CH SLP=0.0346 FP SLP=0.0346 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 10 85 5 135 0 165 0 215 5 300 10 ROUTE MCUNGE ID=1 HYD=L12.16_1 INFLOW ID=49 DT=0HR L=3900 NS=0 SLOPE=0.0346 MATCODE=0 REGCODE=0 CCODE=0 COMPUTE RATING CURVE ID=3 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=7.0 CH SLP=0.0345 FP SLP=0.0345 N=0.030 DIST=300 DIST ELEV DIST ELEV 0 7 110 2 120 0 180 0 190 2 300 7 ROUTE MCUNGE ID=50 HYD=L12.16_1 INFLOW ID=1 DT=0HR L=4100 NS=0 SLOPE=0.0345 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 * SEDIMENT BULK CODE=1 FACTOR=1.07 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.16 COMPUTE NM HYD ID=1 HYD=L12.16 DA=0.8547 SQ MI PER A=74 PER B=24 PER C=2 PER D=0 TP=-0.513 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD ROUTED L12.15 & L12.16 ADD HYD ID=2 HYD=L12.16_2 ID=1 ID=50 PRINT HYD ID=2 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.14 *S MIREHAVEN "B" ARROYO COMPUTE NM HYD ID=1 HYD=L12.14 DA=0.4016 SQ MI PER A=64 PER B=34 PER C=2 PER D=0 TP=-0.505 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD L12.15,16 & L12.14 ADD HYD ID=3 HYD=L12.14_1 ID=1 ID=2 PRINT HYD ID=3 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.17 COMPUTE NM HYD ID=1 HYD=L12.17 DA=0.2031 SQ MI PER A=66 PER B=31 PER C=3 PER D=0 TP=-0.235 RAIN=-1 PRINT HYD ID=1 CODE=10 * *S ADD L12.14-16 & L12.17 -- FLOW AT LADERA TRAINING DIKE ADD HYD ID=2 HYD=DIKE ID=1 ID=3 PRINT HYD ID=2 CODE=10 * *S ROUTE COMBINED (L12.14-L12.17) IN MIREHAVEN ARROYO DNSTREAM FROM TRNG DIKE *S TO CONFLUENCE WITH MIREHAVEN "A" ARROYO BELOW ESCARPMENT * TYPICAL CROSS SECTION D COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5.0 CH SLP=0.0332 FP SLP=0.0332 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 5 130 2 140 0 260 0 270 2 400 5 ROUTE MCUNGE ID=50 HYD=L12.18_1 INFLOW ID=2 DT=0HR L=2950 NS=0 SLOPE=0.0332 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S ADD L12.14-17 & L12.3-13 *S TOTAL FLOW MIREHAVEN A, B, C ARROYOS BELOW ESCARPMT, DNSTRM FROM TR DIKE ADD HYD ID=3 HYD=L12.18_2 ID=4 ID=50 PRINT HYD ID=3 CODE=10 * *S ROUTE L12.3-17 THROUGH MIREHAVEN ARROYO TO INTERSECTN W/FUTURE 98TH ST * TYPICAL CROSS SECTION D COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5.0 CH SLP=0.0221 FP SLP=0.0221 N=0.030 DIST=400 DIST ELEV DIST ELEV 0 5 130 2 140 0 260 0 270 2 400 5 ROUTE MCUNGE ID=50 HYD=L12.18_3 INFLOW ID=3 DT=0HR L=4625 NS=0 SLOPE=0.0221 MATCODE=0 REGCODE=0 CCODE=0 PRINT HYD ID=50 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L12.18 COMPUTE NM HYD ID=1 HYD=L12.18 DA=0.5141 SQ MI PER A=89 PER B=6 PER C=5 PER D=0 TP=-0.295 RAIN=-1 PRINT HYD ID=1 CODE=10 *S *S ADD L12.3-17 & L12.18 -- TOTAL FLOW IN MIREHAVEN AT FUTURE 98TH STREET ADD HYD ID=2 HYD=L12.18_4 ID=1 ID=50 PRINT HYD ID=2 CODE=10 *S *S COMPUTE HYDROGRAPH FOR BASIN L14.5 * L14.5 MAY BE ROUTED EAST (TO DAM14) FOR DEVELOPED MODEL * 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 ADD L12.3-18 & L14.5 ADD HYD ID=3 HYD=L12.18_5 ID=1 ID=2 PRINT HYD ID=3 CODE=10 * ****************************************************************************** * RAINFALL FOR BASINS ABOVE DAM 12 AND BELOW "LADERA WEST DAM" RAINFALL TYPE=2 RAIN QUARTER=0.0 RAIN ONE=1.90 RAIN SIX=2.20 RAIN DAY=2.65 DT=.05 ****************************************************************************** *S ROUTE COMBINED (L12.13-L12.18, L14.5) IN MIREHAVEN THRU L12.20 TO DAM#12 * TYPICAL CROSS SECTION D COMPUTE RATING CURVE ID=1 VS NO=1 SEG NO=1 MIN EL=0 MAX EL=5.0 CH SLP=0.0289 FP SLP=0.0289 N=0.030 DIST=30 DIST ELEV DIST ELEV 0 5 10 0 20 0 30 5 ROUTE MCUNGE ID=51 HYD=L12.20_1 INFLOW ID=3 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 * 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 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 *S DIVERSION TO I-40 THUR 1 - 66" GROOVE EDGE PIPE 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 * **** 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 COMPUTE FLOW EAST OF 98TH STREET *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=0.030 STA=34 DIST ELEV DIST ELEV DIST ELEV 0 6 12 0 22 0 34 6 ROUTE MCUNGE ID=30 HYD=40POND INFLOW ID=90 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.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=0.133 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=.030 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=25 PER C=25 PER D=50 TP=0.133 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=25 PER C=25 PER D=50 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=0.01 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=25 PER C=25 PER D=50 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=25 PER C=25 PER D=50 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 ROUTE RESERVOIR ID=1 HYD=UNSERPOND INFLOW ID=31 CODE=10 OUTFLOW STORAGE ELEV (CFS) (AC-FT) (FT) 37.67 0 5169 84.55 0.67 5169.5 142.57 1.47 5170 113.7 2.33 5170.5 261.05 3.24 5171 368.19 4.21 5171.5 457.77 5.22 5172 553.7 6.29 5172.5 565.38 7.42 5173 576.82 8.6 5173.5 588.04 9.83 5174 599.05 11.12 5174.5 620.49 12.47 5175 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=0F 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 *S************************************************************ AFTER UNSER POND *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 (removed cause L14.5 is now routed through dam 12) * 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=6 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=.0064 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=24 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 FINISH