*
* 24 HOUR ALB. DPM RAINFALL DISTRIBUTION (DPM.RAINTABLE) LAG 3.0 HOURS
*
START TIME=0.00 HR PUNCH CODE=0 PRINT LINES=-6
*
*S FILENAME – UPDATE3.TXT
*S (a copy of update2.txt, which is a copy of update1.txt)
*S
*S DESCRIPTION – This model update3.txt (prepared 6-3 and 6-4-03)
*S is a copy of original file update1.txt (11-20-1996)
*S that was prepared for:
*S *********************************************
*S * DESIGN MEMORANDUM FOR THE REVISION TO *
*S * NORTH COORS DRAINAGE MANAGEMENT PLAN *
*S * MIDDLE AREA (La Orilla to Calabacillas) *
*S * HYDROLOGY (FULLY DEVELOPED CONDITIONS) *
*S * HYDRAULICS SEDIMENT CONTROL. *
*S * FEBRUARY 1997. SMITH ENGINEERING COMPANY*
*S * SEC Proj. No. 195104
*S * 100 YEAR STORM - 24 HOUR DURATION *
*S * IMPROVED CORRALES MAIN CANAL *
*S * MIDDLE AREA *
*S * CALABACILLAS ARROYO TO LA ORILLA OUTLET *
*S * UPDATED FOR 1996 DRAINAGE CRITERIA *
*S *********************************************
*S
*S CURRENT SEC PROJECT NO. = 100109C (June 2003)
*S
*S UPDATE3.TXT is a model that includes the following proposed drainage
*S management decisions by AMAFCA (JUNE 2003)
*S after AMAFCA’s review of the UPDATE2.TXT model, due to the large
*S discharges in that model at the intersection of Irving and Coors Blvd.
*S and the large discharge at the detention pond on the west side of Coors
*S near the movie theater in basin 504. That pond outfalls to a
*S 36”cmp that flows east to
*S the Tract 2-B Pond site located at the northeast corner of Coors and
*S Paseo Del Norte. These proposed drainage management decisions could be
*S enforced by the City of Albuquerque as development begins in the basins
*S described below. The basins are currently undeveloped, therefore, these
*S management decisions could be imposed on the developments because the
*S downstream drainage capacities are inadequate to take the flows from these
*S basins.
*S
*S IMPORTANT CHANGES TO MODEL UPDATE3.TXT (update3.txt also contains the
*S corrections as described below for model update2.txt)
*S
*S PROPOSED DRAINAGE MANAGEMENT LIMITATIONS (PROPOSED BY AMAFCA JUNE 2003)
*S
*S 1. NO RUNOFF FROM BASINS 406 AND 407 WILL BE ALLOWED TO DISCHARGE
*S INTO IRVING BLVD. AS STREET FLOW. ALL FLOW FROM THESE BASINS
*S SHOULD BE COLLECTED AS REQUIRED AND DISCHARGE INTO THE CONGRESS
*S AVE. STORM DRAIN SYSTEM THAT OUTFALLS TO THE CALABACILLAS ARROYO
*S
*S 2. MOST OF THE RUNOFF FROM BASINS 410 AND 411 ARE ANTICIPATED TO
*S DISCHARGE INTO THE CONGRESS AVE. STORM DRAIN THAT PASSES THROUGH
*S BASIN 411 ALONG THE REAR LOT LINE. IF ANY FLOWS FROM THESE BASINS
*S MUST DISCHARGE TO IRVING BLVD, THESE MUST BE LIMITED TO A VERY SMALL
*S RELEASE RATE DUE TO LIMITED DOWNSTREAM CAPACITY AT THE INTERSECTION
*S OF IRVING AND COORS BLVD.
*S
*S 3. ALL RUNOFF FROM BASINS 302, 303 AND 304 SHOULD BE COLLECTED IN THE
*S DETENTION POND LOCATED NEAR THE BOTTOM OF BASIN 303, AND THE
*S ENTIRE VOLUME SHALL OUTFALL TO THE EXISTING STORM DRAIN SYSTEM
*S FROM THAT POND TO THE EAGLE RANCH BLVD. STORM DRAIN SYSTEM
*S
*S IMPORTANT CHANGES TO MODEL UPDATE2.TXT:
*S
*S The following changes were NOTED, AND/0R applied to this model(update2.txt) *S to correct errors or changes discovered during review of update1.txt
*S
*S 1. The area of basin 504 was 0.0257 sq mi (wrong),correct is 0.0426 sq mi
*S
*S 2. All of Basin 305 was previously added to Tract 2B Pond (proposed
*S AMAFCA pond), however, only 2/3 of that basin will reach proposed
*S AMAFCA pond, therefore, add a DIVIDE HYD command to correct
*S
*S 3. Detention Pond 502.RES actually outfalls into Detention Pond 503.RES
*S However, in Update1.txt, it was added after 503.RES. Therefore,
*S it is now added prior to Pond 503.res routing.
*S
*S 4. Basins 409, 410 and 411 were divided and a fraction of those basins
*S were lost in the update1.txt model. A the lost fraction of Basins
*S 410 AND 411 could possibly drain to Tract 2-B AMAFCA Pond. The lost
*S Hyd’s and fractional areas and volumes lost are as follows:
*S HYD NO.’S 410.03 and 411.03
*S DRAINAGE AREAS (sq mi) 0.00016 0.00188 TOTAL = 0.00204
*S RUNOFF VOLUME (ac-ft) 0.018 0.218 TOTAL = 0.236
*S
*S THESE LOST HYD’S HAVE NOT BEEN ADDED INTO THIS MODEL.
*S
*S Beginning of the original update1.txt model
*S
* SMITH ENGINEERING COMPANY
* 6400 UPTOWN BLVD SUITE 500E
* ALBUQUERQUE, NEW MEXICO 87112
* (505) 884-0700
*
* THE MODEL IS BROKEN UP INTO DIFFERENT SEGMENTS BASED UPON THE
* NUMBER OF ASTERISKS. THE CODING IS AS FOLLOWS:
* * * * MAJOR BASIN * * *
* ***** ANALYSIS POINT *****
* **** SUB-BASIN ****
* *** ADD HYDROGRAPHS ***
* ** ROUTING **
* * DIVIDE HYDROGRAPHS *
*
* THE LAND TREATMENT CLASSIFICATIONS IS AS FOLLOWS:
* TYPE A= BACKYARD PONDING, LANDSCAPE, AND UNDEVELOPED
* TYPE B= GRASS
* TYPE C= COMPACTED SOIL
* TYPE D= IMPERVIOUS AREAS (ROOFS,PAVEMENT)
*
RAINFALL TYPE=2
QUARTER=0
ONE=1.90 IN
SIX=2.20 IN
DAY=2.65 IN
DT=0.03333 HR
*
*S COMPUTED 24-HOUR RAINFALL DIST BASED ON NOAA ATLAS 2 - PEAK AT 1.4+3 HR
*
**** SUB-BASIN 8.3E ****
*
*S SUB-BASIN 8.3E
*S RIVERFRONTE ESTATES
*
COMPUTE NM HYD ID=3 HYD NO=8.3W-318
DA=0.05305 SQ MI
A=80
B=0
C=10
D=10
TP=0.1333 HR MASSRAIN=-1
*
* AREA 8.3 E RUNOFF HYDROGRAPH. ENTERS CANAL DIRECTLY.
* *********** SIDE INLET DESIGN Q *********
*
PRINT HYD ID=3 CODE=1
*
*S** ADD FLOW IN CORRALES MAIN CANAL COMING FROM CALABACILLAS SIPHON ***
*
STORE HYD ID=5 HYD NO=136 INC=0.05 HR AREA=0.0001 SQ MI
FLOW RATES= 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 39 40 41 44 45 46
46 47 47 47 48 49 49 49 49 49 50
50 50 50 50 50 50 49 49 49 49 49
49 48 48 48 47 47 46 46 45 45 45
44 44 44 44 43 43 43 43 43 42 42
42 42 42 42 42 42 42 42 42 41 41
41 41 41 41 41 41 41 41 41 41 41
41 41 41 41 41 41 41 41 41 41 41
41 41 41 41 41 41 41 41 41 40 40
40 40 40 40 40 40 40 40 40 40 39
39 39 39 39 39 39 39 39 39 39 39
39 39 39 39 39 39 39 39 39 39 39
39 39 39 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
38 38 38 38 38 38 38 38 38 38 38
*
*S BASE FLOW = 38 CFS IRRIGATION + 12 CFS WHICH CAME THROUGH SIPHON
*S DURING 100 YEAR FLOOD.
*
PRINT HYD ID=5 CODE=0
MODIFY TIME ID=5 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
PRINT HYD ID=5 CODE=0
*
*S* ROUTE BASE FLOW DOWN CANAL TO 8.3 DISCHARGE POINT. **
*
COMPUTE RATING CURVE ID=1 VS NO=8.3 NO SEGS=3
MIN ELEV=100 MAX ELEV=104.5
CH SLOPE=.0006 FP SLOPE=.0006
N=.045 DIST=6.0
N=-0.030 DIST=26.0
N=0.045 DIST=32.0
DIST ELEV DIST ELEV DIST ELEV
0 104.5 0.01 103.5 6.0 103.5
13.0 100.0 19.0 100.0 26.0 103.5
31.99 103.5 32.0 104.5
ROUTE MCUNGE ID=6 HYD NO=12 INFLOW ID=5 DT=0.0 HR
LENGTH=2650.0 NS=0 SLOPE=0.0006
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=6 CODE=0
*
*S BASE FLOW CORRECTION.
*
MODIFY TIME ID=6 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
PRINT HYD ID=6 CODE=0
*
*** ADD AREA 8.3E TO CANAL FLOW. ***
*
ADD HYD ID=6 HYD NO=139 ID=6 ID=3
*
PRINT HYD ID=6 CODE=0
*
*S ROUTE 8.3E DOWN CANAL TO 8.1 DISCHARGE POINT. **
*
ROUTE MCUNGE ID=5 HYD NO=13 INFLOW ID=6 DT=0.0 HR
LENGTH=750.0 NS=0 SLOPE=0.0006
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=5 CODE=0
*
* BASE FLOW CORRECTION.
*
MODIFY TIME ID=5 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
*
* AREA 8.3E ROUTED DOWNSTREAM AND BASE FLOW CORRECTED TO 38 CFS MIN.
*
PRINT HYD ID=5 CODE=0
*
*S ROUTE 8.3E DOWN CANAL TO DISCHARGE POINT OF PROPOSED POND AT BLACK RANCH.**
*
ROUTE MCUNGE ID=83 HYD NO=14 INFLOW ID=5 DT=0.0 HR
LENGTH=3250.0 NS=0 SLOPE=0.0006
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=83 CODE=0
*
*S BASE FLOW CORRECTION.
*
MODIFY TIME ID=83 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
*
* AREA 8.3E ROUTED DOWN CANAL TO NEXT AP AND BASE
* FLOW CORRECTED.
*
PRINT HYD ID=83 CODE=0
*
*S CONTRIBUTING BASINS FROM PARADISE HILLS GOLF COURSE
*S SOURCE: EASTERLING & ASSOCIATES,INC.
*
**** SUB-BASIN 101EA ****
*
*S SINGLE FAMILY RESIDENTIAL, APPROXIMATELY 2 DU'S PER ACRE
*
COMPUTE NM HYD ID=1 HYD NO=101EA
DA=0.0370 SQ MI
A=10
B=39
C=25
D=26
TP=0.15 HR MASSRAIN=-1
*
PRINT HYD ID=1 CODE=1
*
**** SUB-BASIN 102EA ****
*
*S GOLF COURSE AND SINGLE FAMILY RESIDENTIAL @ 2 DU PER ACRE
*
COMPUTE NM HYD ID=2 HYD NO 102EA
DA=0.0447 SQ MI
A=18
B=59
C=13
D=10
TP=0.216 HR MASSRAIN=-1
*
PRINT HYD ID=2 CODE=1
*
*S* ROUTE THE FLOW FROM 101EA THRU 102EA **
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=100.0 MAX ELEV=101.0 FT
CH SLP=0.0133 FP SLP=0.0133
N=0.030 DIST=40 FT
DIST ELEV
0.0 101.0
10.0 100.0
30.0 100.0
40.0 101.0
ROUTE MCUNGE ID=3 HYD NO=101EA.1 INFLOW ID=1 DT=0.0 HR
LENGTH=2050 NS=0 SLOPE=0.0133
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=3 CODE=1
*
*** ADD 102EA AND 101EA.1 AT CONFLUENCE OF 102EA AND 106EA ***
*
ADD HYD ID=4 HYD NO=102EA.1
ID I=2 ID II=3
PRINT HYD ID=4 CODE=1
*
**** SUB-BASIN 103EA ****
*
*S SINGLE FAMILY RESIDENTIAL @ 2 DU PER ACRE, INCLUDES SMALL PORTION OF LYONS
*
COMPUTE NM HYD ID=5 HYD NO=103EA
DA=0.0067 SQ MI
A=10
B=37
C=23
D=30
TP=0.133 HR MASSRAIN=-1
*
PRINT HYD ID=5 CODE=1
*
**** SUB-BASIN 104EA ****
*
*S SINGLE FAMILY RESIDENTIAL @ 2 DU PER ACRE
*
COMPUTE NM HYD ID=6 HYD NO=104EA
DA=0.0248 SQ MI
A=10
B=39
C=25
D=26
TP=0.133 HR MASSRAIN=-1
*
PRINT HYD ID=6 CODE=1
*
*S* ROUTE 103EA THRU 104EA **
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=2
MIN ELEV=100.0 MAX ELEV=101.8
CH SLP=0.050 FP SLP=0.050
N=0.020 DIST=33
N=0.030 DIST=38
DIST ELEV
0.0 101.33
20.0 100.50
32.0 100.00
33.0 100.80
38.0 101.80
*
ROUTE MCUNGE ID=7 HYD NO=103EA.4 INFLOW ID=5 DT=0.0 HR
LENGTH=1900 NS=0 SLOPE=0.050
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=7 CODE=1
*
*** ADD ROUTED 103EA.4 TO 104EA ***
*
ADD HYD ID=9 HYD NO=103EA.4
ID I=7 ID II=6
PRINT HYD ID=9 CODE=1
*
**** SUB-BASIN 105EA ****
*
*S SINGLE FAMILY RESIDENTIAL @ 2 DU PER ACRE
*
COMPUTE NM HYD ID=10 HYD NO=105EA
DA=0.0236 SQ MI
A=10
B=39
C=25
D=26
TP=0.176 HR MASSRAIN=-1
*
PRINT HYD ID=10 CODE=1
*
*S* ROUTE FLOW COMING FROM 103EA.4 THRU 105EA **
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=2
MIN ELEV=100.0 MAX ELEV=101.8
CH SLP=0.0111 FP SLP=0.0111
N=0.020 DIST=33
N=0.030 DIST=38
DIST ELEV
0.0 101.33
20.0 100.50
32.0 100.00
33.0 100.80
38.0 101.80
ROUTE MCUNGE ID=11 HYD NO=104EA.5 INFLOW ID=9 DT=0.0 HR
LENGTH=900 NS=0 SLOPE=0.0111
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=11 CODE=1
*
** ADD 104EA.5 FLOW ROUTED THRU 105EA TO BASIN 105EA HYDROGRAPH **
*
ADD HYD ID=12 HYD NO=104EA.5
ID I=10 ID II=11
PRINT HYD ID=12 CODE=1
*
**** SUB-BASIN 106EA ****
*
*S GOLF COURSE AND SINGLE FAMILY RESIDENTIAL @ 2 DU PER ACRE
*
COMPUTE NM HYD ID=13 HYD NO=106EA
DA=0.0263 SQ MI
A=19
B=63
C=11
D=7
TP=0.194 HR MASSRAIN=-1
PRINT HYD ID=13 CODE=1
*
*S* ROUTE FLOW COMING FROM 104EA.55 THRU 106EA **
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=100.0 MAX ELEV=101.0 FT
CH SLP=0.0100 FP SLP=0.0100
N=0.030 DIST=40 FT
DIST ELEV
0.0 101.0
10.0 100.0
30.0 100.0
40.0 101.0
ROUTE MCUNGE ID=14 HYD NO=101EA.1 INFLOW ID=12 DT=0.0 HR
LENGTH=1000 NS=0 SLOPE=0.0100
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=14 CODE=1
*
** ADD 106EA.1 FLOW ROUTED THRU 106EA TO BASIN 106EA HYDROGRAPH **
*
ADD HYD ID=15 HYD NO = 104EA.5
ID I=14 ID II=13
PRINT HYD ID=15 CODE=1
*
*S* ROUTE FLOW COMING FROM 102EA THRU 106EA **
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=100.0 MAX ELEV=101.0 FT
CH SLP=0.0104 FP SLP=0.0104
N=0.030 DIST=40 FT
DIST ELEV
0.0 101.0
10.0 100.0
30.0 100.0
40.0 101.0
ROUTE MCUNGE ID=16 HYD NO=102EA.6 INFLOW ID=4 DT=0.0 HR
LENGTH=575 NS=0 SLOPE=0.0104
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=16 CODE=1
*
** ADD ROUTED 102EA.6 TO ROUTED 104EA.5 HYD **
*
ADD HYD ID=17 HYD NO=106EA.25
ID I=15 ID II=16
PRINT HYD ID=17 CODE=1
*
**** SUB-BASIN 107EA ****
*
*S SINGLE FAMILY RESIDENTIAL @ 2 DU PER ACRE
*
COMPUTE NM HYD ID=19 HYD NO=107EA
DA=0.0213 SQ MI
A=20
B=64
C=10
D=6
TP=0.181 HR MASSRAIN=-1
*
PRINT HYD ID=19 CODE=1
*
*S* ROUTE FLOW COMING FROM 106EA.25 THRU 107EA **
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=100.0 MAX ELEV=103.5 FT
CH SLP=0.0094 FP SLP=0.0094
N=0.030 DIST=55 FT
DIST ELEV
0.0 103.5
10.0 100.0
45.0 100.0
55.0 103.5
ROUTE MCUNGE ID=2 HYD NO=107EA.6 INFLOW ID=17 DT=0.0 HR
LENGTH=1600 NS=0 SLOPE=0.0094
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=2 CODE=1
*
** ADD ROUTED 106EA.5 TO BASIN 107EA HYD **
*
ADD HYD ID=3 HYD NO = 107EA.6
ID I=2 ID II=19
PRINT HYD ID=3 CODE=1
*
**** SUB-BASIN 108EA ****
*
*S GOLF COURSE, PARKING LOT AND SINGLE FAMILY RESIDENTIAL @ 2 DU PER ACRE
*
COMPUTE NM HYD ID=7 HYD NO=108EA
DA=0.0470 SQ MI
A=17
B=58
C=13
D=12
TP=0.254 HR MASS RAIN=-1
PRINT HYD ID=7 CODE=0
*
*** ADD 107EA TO BASIN 108EA HYD ***
*
ADD HYD ID=8 HYD NO = 107EA.8
ID I=3 ID II=7
PRINT HYD ID=8 CODE=1
*
*S* ROUTE COMBINED 107EA.8 THRU RESERVOIR (DUCK POND & EMPTY HOLE) **
*
ROUTE RESERVOIR ID=9 HYD=107EA.8 INFLOW=8 CODE=5
OUTFLOW(CFS) STORAGE(AF) ELEV(FT)
0.00 0.00 5241.0
0.01 0.22 5242.0
0.02 0.54 5243.0
0.03 0.95 5244.0
0.035 1.20 5244.5
0.04 1.44 5245.0
0.045 2.70 5245.5
0.05 3.96 5246.0
14.00 4.19 5246.1
27.00 4.41 5246.2
52.00 4.64 5246.3
76.00 4.86 5246.4
108.00 5.08 5246.5
139.00 5.30 5246.6
177.00 5.53 5246.7
215.00 5.75 5246.8
258.00 5.98 5246.9
300.00 6.20 5247.0
500.00 9.00 5250.0
1000.00 12.00 5255.0
*S
*S OUTFLOW(CFS) STORAGE(AF) ELEV(FT)
*S 0.00 0.00 5241.0
*S 0.01 0.22 5242.0
*S 0.02 0.54 5243.0
*S 0.03 0.95 5244.0
*S 0.035 1.20 5244.5
*S 0.04 1.44 5245.0
*S 0.045 2.70 5245.5
*S 0.05 3.96 5246.0
*S 14.00 4.19 5246.1
*S 27.00 4.41 5246.2
*S 52.00 4.64 5246.3
*S 76.00 4.86 5246.4
*S 108.00 5.08 5246.5
*S 139.00 5.30 5246.6
*S 177.00 5.53 5246.7
*S 215.00 5.75 5246.8
*S 258.00 5.98 5246.9
*S 300.00 6.20 5247.0
*S 500.00 9.00 5250.0
*S 1000.00 12.00 5255.0
*S
*
**** SUB-BASIN 109EA ****
*
*S GOLF COURSE, AND OTHER RECREATION
*
COMPUTE NM HYD ID=10 HYD NO=109EA
DA=0.009 SQ MI
A=16
B=51
C=10
D=23
TP=0.133 HR MASSRAIN=-1
PRINT HYD ID=10 CODE=1
*
*S* ROUTE FLOW COMING FROM RESERVOIR THRU 109EA **
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=100.0 MAX ELEV=101.0 FT
CH SLP=0.018 FP SLP=0.018
N=0.030 DIST=40 FT
DIST ELEV
0.0 101.0
10.0 100.0
30.0 100.0
40.0 101.0
ROUTE MCUNGE ID=11 HYD NO=109EA.78 INFLOW ID=9 DT=0.0 HR
LENGTH=500 NS=0 SLOPE=0.018
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=11 CODE=1
*
*** ADD ROUTED POND OUTFLOW TO BASIN 109EA HYD ***
*
ADD HYD ID=12 HYD NO=109EA.87
ID I=10 ID II=11
PRINT HYD ID=12 CODE=1
*
**** SUB-BASIN 110EA ****
*
*S PKG LOT, CLUBHOUSE, ENTR. RD, PROSHOP, BED & BRKFST
*
COMPUTE NM HYD ID=13 HYD NO=110EA
DA=0.006 SQ MI
A=5
B=15
C=10
D=70
TP=0.133 HR MASSRAIN=-1
PRINT HYD ID=13 CODE=1
*
** ADD SUB-BASIN 109EA TO SUB-BASIN 110EA
*
ADD HYD ID=14 HYD NO=110EA.1
ID I=12 ID II=13
PRINT HYD ID=14 CODE=1
*
* INPUT MODEL FROM MAY 30, 1995 "PROPOSED POND AT THE
* NORTHWEST CORNER COORS BOULEVARD NW AND PASEO DEL NORTE NW"
* SOURCE: SMITH ENGINEERING COMPANY 3/95
*
*
** ROUTE (103) 110EA.1 THROUGH 104 **
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=3.67
CH SLOPE=0.0143 FP SLOPE=0.0143
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 3.67 0.1 0
24 0.48 47.9 0
48 3.67
ROUTE MCUNGE ID=3 HYD NO=103.22 INFLOW ID=14
DT=0.0 L=2650
NS=0 SLOPE=0.0143 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=3 CODE=1
*
**** SUB-BASIN 104 ****
*S RESIDENTIAL
* SOURCE OF AREA: T.E.C. JAN, 1987 DRAINAGE REPORT, TABLE 1
*
COMPUTE NM HYD ID=1 HYD NO = 104
DA= 0.0672 SQUARE MI
A=10
B=25
C=15
D=50
TP=0.2191 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD HYD 104 TO HYD 103.22 ***
ADD HYD ID=2 HYD NO=104.1 ID I=1 ID II=3
PRINT HYD ID=2 CODE=1
*
** ROUTE 104.1 THRU 105 **
*S ROUTING 104.1 ON CADDIE RD
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=2.67
CH SLOPE=0.0368 FP SLOPE=0.0368
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 2.67 0.1 0
24 0.48 47.9 0
48 2.67
ROUTE MCUNGE ID=3 HYD NO=104.12 INFLOW ID=2
DT=0.0 L=1850
NS=0 SLOPE=0.0368 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=3 CODE=1
*
**** SUB-BASIN 105 ****
* RESIDENTIAL
* SOURCE OF AREA: T.E.C. JAN, 1987 DRAINAGE REPORT, TABLE 1
*
COMPUTE NM HYD ID=1 HYD NO = 105
DA= 0.1027 SQUARE MI
A=10
B=25
C=15
D=50
TP=0.1482 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD HYD 105 TO HYD 104.12 ***
*S**** HYD 105.1 IS AP #2 *****
*
ADD HYD ID=2 HYD NO=105.1 ID I=1 ID II=3
PRINT HYD ID=2 CODE=1
*
*S ROUTING 105.1 ON CONGRESS AVE TO EXISTING DETENTION POND
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=2
CH SLOPE=0.0251 FP SLOPE=0.0251
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 2.00 0.1 0
24 0.48 47.9 0
48 2.00
ROUTE MCUNGE ID=4 HYD NO=105.12 INFLOW ID=2
DT=0.0 L=1950
NS=0 SLOPE=0.0251 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=4 CODE=1
*
**** SUB-BASIN 106 ****
*S SUB-BASIN 106 IS NORTH OF CONGRESS AVE - RESIDENTIAL
*
COMPUTE NM HYD ID=1 HYD NO = 106
DA= 0.0954 SQUARE MI
A=10
B=25
C=15
D=50
TP=0.1463 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
**** SUB-BASIN 106A1 ****
*
*S SUB-BASIN 106A IS SKY CREST ESTATES
* SOURCE: D. MARK GOODWIN & ASSOCIATES, SKY CREST ESTATES DRNGE REPORT 2/95
*
COMPUTE NM HYD ID=7 HYD NO=106A1
DA=0.00846 SQUARE MI
A=0
B=27.74
C=27.74
D=44.52
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=7 CODE=1
** ROUTE RESERVOIR **
*S ROUTING RESERVOIR WITH 21" DIAM ORIFACE
*S EXISTING POND AT SW CORNER OF ARROWHEAD AVE AND CHANTILLY RD
*
ROUTE RESERVOIR ID=9 HYD NO=106A1.RES INFLOW=7 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 5057
4.675 0.062 5058
16.379 0.140 5059
22.510 0.235 5060
27.298 0.349 5061
*S
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 5057
*S 4.675 0.062 5058
*S 16.379 0.140 5059
*S 22.510 0.235 5060
*S 27.298 0.349 5061 EXISTING TOP OF POND
*S
*
*S ROUTING 106A1.RES ON EXISTING ASPHALT SWALE DOWN CHANTILLY ROAD TO CONGRESS
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=2
CH SLOPE=0.109 FP SLOPE=0.109
N=0.017 DIST=8.1
DIST ELEV DIST ELEV
0 2 0.1 0
8 0 8.1 2
ROUTE MCUNGE ID=10 HYD NO=106A.1 INFLOW ID=9
DT=0.0 L=550
NS=0 SLOPE=0.109 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=10 CODE=1
*
**** SUB-BASIN 107 ****
*S SUB-BASIN 107 IS SOUTH OF CONGRESS AVE - RESIDENTIAL
*
COMPUTE NM HYD ID=2 HYD NO = 107
DA= 0.0291 SQUARE MI
A=10
B=29.2
C=15
D=45.8
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=2 CODE=1
*
*S ROUTING 107 ON CONGRESS AVE TO EXISTING DETENTION POND
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=4.67
CH SLOPE=0.0216 FP SLOPE=0.0216
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 4.67 0.1 0
24 0.48 47.9 0
48 4.67
ROUTE MCUNGE ID=3 HYD NO=107.02 INFLOW ID=2
DT=0.0 L=925
NS=0 SLOPE=0.0216 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=3 CODE=1
*
*** ADD HYD 107.02 TO HYD 105.12 ***
*
ADD HYD ID=2 HYD NO=107.1 ID I=4 ID II=3
PRINT HYD ID=2 CODE=1
*
*** ADD HYD 107.1 TO HYD 106 ***
*
ADD HYD ID=3 HYD NO=107.2 ID I=1 ID II=2
PRINT HYD ID=3 CODE=1
*
*** ADD HYD 107.2 TO HYD 106A1.01 ***
*
ADD HYD ID=11 HYD NO=107.3 ID I=3 ID II=10
PRINT HYD ID=11 CODE=1
*
**** SUB-BASIN 108 ****
*S RESIDENTIAL
*
COMPUTE NM HYD ID=1 HYD NO=108
DA= 0.0240 SQUARE MI
A=10
B=27.4
C=15
D=47.6
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*S ROUTING 108 ON STONE HILLS RD TO EXISTING DETENTION POND
*S THRU CACTUS HILLS
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=2.67
CH SLOPE=0.04 FP SLOPE=0.04
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 2.67 0.1 0
24 0.48 47.9 0
48 2.67
ROUTE MCUNGE ID=2 HYD NO=108.02 INFLOW ID=1
DT=0.0 L=825
NS=0 SLOPE=0.04 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=2 CODE=1
*
*** ADD HYD 108.02 TO HYD 107.3 ***
*
ADD HYD ID=4 HYD NO=108.1 ID I=2 ID II=11
PRINT HYD ID=4 CODE=1
*
**** SUB-BASIN 109 ****
*S SUB-BASIN 109 IS PART OF CACTUS HILLS AND EXISTING DET BASIN
*
COMPUTE NM HYD ID=1 HYD NO = 109
DA= 0.0207 SQUARE MI
A=20
B=22.5
C=15
D=42.5
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD HYD 109 TO HYD 108.1 ***
*S**** HYD 109.1 IS AP #3 *****
*
ADD HYD ID=2 HYD NO=109.1 ID I=1 ID II=4
PRINT HYD ID=2 CODE=1
*
*S FUTURE DETENTION BASIN IN BASIN 109
* SOURCE: WILSON & CO, AHYMO FOR SPECIAL ASSESMENT DISTRICT 224
*
ROUTE RESERVOIR ID=66 HYD NO=109.RES INFLOW=2 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 5069
7 0.98 5070
25 2.41 5071
52 3.97 5072
82 5.65 5073
112 7.45 5074
140 9.37 5075
160 11.42 5076
178 13.59 5077
195 15.89 5078
*S
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 5069
*S 7 0.98 5070
*S 25 2.41 5071
*S 52 3.97 5072
*S 82 5.65 5073
*S 112 7.45 5074
*S 140 9.37 5075
*S 160 11.42 5076
*S 178 13.59 5077
*S 195 15.89 5078
*S
*
* * * BASIN 200 * * *
*
**** SUB-BASIN 201 ****
* RESIDENTIAL
* SOURCE OF AREA: T.E.C. JAN, 1987 DRAINAGE REPORT, TABLE 1
*
COMPUTE NM HYD ID=1 HYD NO = 201
DA= 0.0258 SQUARE MI
A=10
B=25
C=15
D=50
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
** ROUTE 201 THRU 202 **
*S ROUTING 201 ON CROYDEN ST TO EXISTING DETENTION POND
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=2.67
CH SLOPE=0.0241 FP SLOPE=0.0241
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 2.67 0.1 0
24 0.48 47.9 0
48 2.67
ROUTE MCUNGE ID=2 HYD NO=201.02 INFLOW ID=1
DT=0.0 L=1080
NS=0 SLOPE=0.0241 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=2 CODE=1
*
**** SUB-BASIN 202 ****
* SOURCE OF AREA: T.E.C. JAN, 1987 DRAINAGE REPORT, BASIN E
*
COMPUTE NM HYD ID=1 HYD NO = 202
DA= 0.0288 SQUARE MI
A=10
B=27.7
C=15
D=47.3
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD HYD 202 TO HYD 201.02 ***
*S**** HYD 202.1 IS AP #4 *****
*
ADD HYD ID=4 HYD NO=202.1 ID I=1 ID II=2
PRINT HYD ID=4 CODE=1
*
*S EXISTING DROP INLET IN BASIN 202
* SOURCE: B.H. FEB, 1992 CACTUS RIDGE DRAINAGE REPORT, HYMO PRINTOUT
*
ROUTE RESERVOIR ID=2 HYD NO=202.RES1 INFLOW=4 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 5138.7
20.12 0.0009 5139.7
24.07 0.0019 5140.7
41.69 0.0028 5141.7
53.82 0.0037 5142.7
63.69 0.0047 5143.7
70.59 0.0054 5144.5
74.58 0.0111 5145.0
81.98 0.0603 5146.0
83.46 0.1024 5146.2
87.97 0.1700 5146.5
94.77 0.2611 5147.0
*S
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 5138.7
*S 20.12 0.0009 5139.7
*S 24.07 0.0019 5140.7
*S 41.69 0.0028 5141.7
*S 53.82 0.0037 5142.7
*S 63.69 0.0047 5143.7
*S 70.59 0.0054 5144.5
*S 74.58 0.0111 5145.0
*S 81.98 0.0603 5146.0
*S 83.46 0.1024 5146.2
*S 87.97 0.1700 5146.5
*S 94.77 0.2611 5147.0
*S
*S EXISTING DETENTION BASIN IN BASIN 401
*S ROUTING RESERVOIR WITH 21" ORIFACE
* SOURCE: B.H. FEB, 1992 CACTUS RIDGE DRAINAGE REPORT, HYMO PRINTOUT
*
ROUTE RESERVOIR ID=4 HYD NO=202.RES2 INFLOW=2 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 5114
11.58 0.0026 5115
16.38 0.0052 5116
20.06 0.0078 5117
23.16 0.0091 5118
25.89 0.0521 5119
28.37 0.1097 5120
30.64 0.1829 5121
32.75 0.2747 5122
34.74 0.3856 5123
36.62 0.5174 5124
38.41 0.6717 5125
40.11 0.8496 5126
41.76 1.03 5127
61 1.08 5127.25
94 1.13 5127.5
136 1.18 5127.75
185 1.23 5128
*S
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 5114
*S 11.58 0.0026 5115
*S 16.38 0.0052 5116
*S 20.06 0.0078 5117
*S 23.16 0.0091 5118
*S 25.89 0.0521 5119
*S 28.37 0.1097 5120
*S 30.64 0.1829 5121
*S 32.75 0.2747 5122
*S 34.74 0.3856 5123
*S 36.62 0.5174 5124
*S 38.41 0.6717 5125
*S 40.11 0.8496 5126
*S 41.76 1.03 5127 EXISTING TOP OF POND
*S 61 1.08 5127.25
*S 94 1.13 5127.5
*S 136 1.18 5127.75
*S 185 1.23 5128
*S
* DIVIDE HYD 202.RES2 BY MAXIMUM PIPE OUTFLOW *
DIVIDE HYD INFLOW ID=4 Q=41.76 ID I=8 HYD NO=202.03
ID II=11 HYD NO=OLF.2
PRINT HYD ID=8 CODE=1
PRINT HYD ID=11 CODE=1
*
*S ROUTE 202.RES2 THRU ASSUMED 36" PIPE IN PARADISE BLVD
* PIPE SIZE AND SLOPE WAS NOT DETERMINED
*
COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.05
DIAM=3 FT N=0.015
ROUTE MCUNGE ID=6 HYD NO=202.02 INFLOW ID=8
DT=0.0 L=760
NS=0 SLOPE=0.05 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=6 CODE=1
*
* * * BASIN 300 * * *
*
**** SUB-BASIN 301 ****
*S RESIDENTIAL
*S
*S UPDATE3.txt REVISION - FOR BASIN 301, change ID TO ID=33
*S
COMPUTE NM HYD ID=33 HYD NO = 301
DA= 0.0182 SQUARE MI
A=10
B=25
C=15
D=50
TP=0.1579 HR MASSRAIN=-1
PRINT HYD ID=33 CODE=1
*
*S ROUTING 301 ON PARADISE BLVD TO SUB-BASIN 304
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=0.67
CH SLOPE=0.0499 FP SLOPE=0.0499
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 0.67 0.1 0
24 0.48 47.9 0
48 0.67
ROUTE MCUNGE ID=2 HYD NO=301.02 INFLOW ID=1
DT=0.0 L=1765
NS=0 SLOPE=0.0499 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=2 CODE=1
*
**** SUB-BASIN 302 ****
*S METHODIST CHURCH PROPERTY
*
COMPUTE NM HYD ID=1 HYD NO = 302
DA= 0.0043 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*S ROUTING 302 ON PARADISE BLVD TO SUB-BASIN 304
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=2.67
CH SLOPE=0.0443 FP SLOPE=0.0443
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 2.67 0.1 0
24 0.48 47.9 0
48 2.67
ROUTE MCUNGE ID=5 HYD NO=302.02 INFLOW ID=1
DT=0.0 L=2165
NS=0 SLOPE=0.0443 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=5 CODE=1
*
*** ADD HYD 301.02 AND 302.02 ***
*
ADD HYD ID=4 HYD NO=302.1 ID I=2 ID II=5
PRINT HYD ID=4 CODE=1
*
**** SUB-BASIN 303 ****
*S COMMERCIAL
*
COMPUTE NM HYD ID=1 HYD NO = 303
DA= 0.0669 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1773 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*S EXISTING DETENTION BASIN IN BASIN 303
*S ROUTING RESERVOIR WITH 21" OUTLET WITH 2.6% SLOPE OF PIPE
* ASSUME NO SEDIMENT VOLUME DISPLACEMENT
* SOURCE OF TOTAL POND CAPACITY AND SIZE OF OUTLET PIPE:
* SOURCE: ISAACSON AND ARFMAN OCT, 1990 DRAINAGE REPORT
*
ROUTE RESERVOIR ID=5 HYD NO=303.RES INFLOW=1 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 5099
11.58 0.15 5100
16.37 0.30 5101
20.06 0.45 5102
23.16 0.60 5103
25.89 0.75 5104
26.00 0.91 5105
27.00 1.07 5106
28.00 1.23 5107
29.00 1.39 5108
30.00 1.55 5109
31.00 1.71 5110
32.00 1.87 5111
33.00 2.03 5112
34.00 2.11 5112.5 EXISTING TOP OF POND
53.00 2.15 5112.75
86.00 2.19 5113
128.0 2.23 5113.25
*S
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 5099
*S 11.58 0.15 5100
*S 16.37 0.30 5101
*S 20.06 0.45 5102
*S 23.16 0.60 5103
*S 25.89 0.75 5104
*S 26.00 0.91 5105
*S 27.00 1.07 5106
*S 28.00 1.23 5107
*S 29.00 1.39 5108
*S 30.00 1.55 5109
*S 31.00 1.71 5110
*S 32.00 1.87 5111
*S 33.00 2.03 5112
*S 34.00 2.11 5112.5 EXISTING TOP OF POND
*S 53.00 2.15 5112.75
*S 86.00 2.19 5113
*S 128.0 2.23 5113.25
*S
* DIVIDE HYD 303.RES BY MAXIMUM PIPE OUTFLOW *
*
DIVIDE HYD INFLOW ID=5 Q=34 ID I=8 HYD NO=303.03
ID II=12 HYD NO=OLF.3
PRINT HYD ID=8 CODE=1
PRINT HYD ID=12 CODE=1
*
*S ROUTE 303.RES THRU 304 IN ASSUMED 36" PIPE
* PIPE SIZE AND SLOPE WERE NOT DETERMINED
*
COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.015
DIAM=3 FT N=0.015
ROUTE MCUNGE ID=2 HYD NO=303.02 INFLOW ID=8
DT=0.0 L=1000
NS=0 SLOPE=0.015 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=2 CODE=1
*
** ROUTE OLF.3 THRU 305 TO PARADISE BLVD **
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=2.67
CH SLOPE=0.0128 FP SLOPE=0.0128
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 2.67 0.1 0
24 0.48 47.9 0
48 2.67
ROUTE MCUNGE ID=16 HYD NO=OLF.32 INFLOW ID=12
DT=0.0 L=1250
NS=0 SLOPE=0.0128 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=16 CODE=1
*
**** SUB-BASIN 304 ****
*S INCLUDES AREA FROM PARADISE BLVD - COMMERCIAL
*
COMPUTE NM HYD ID=1 HYD NO = 304
DA= 0.0349 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD HYD 304 TO HYD 302.1 ***
*
ADD HYD ID=7 HYD NO=304.1 ID I=1 ID II=4
PRINT HYD ID=7 CODE=1
*
*** ADD HYD 304.1 TO HYD OLF.32 ***
*
ADD HYD ID=5 HYD NO=304.2 ID I=7 ID II=16
PRINT HYD ID=5 CODE=1
*
* DIVIDE HYD 304.1 BY MAXIMUM INFLOW OF CATCH BASINS *
*S DIVIDE AT MH# S-702
*
DIVIDE HYD INFLOW ID=5 Q=20 ID I=4 HYD NO=CB1
ID II=7 HYD NO=304.13
PRINT HYD ID=4 CODE=1
PRINT HYD ID=7 CODE=1
*
*** ADD PIPE HYD 303.02 TO HYD CB1 ***
*
ADD HYD ID=5 HYD NO=CB1.1 ID I=2 ID II=4
PRINT HYD ID=5 CODE=1
*
*** ADD HYD 304.2 TO HYD 202.02 ***
*
ADD HYD ID=2 HYD NO=CB1.2 ID I=5 ID II=6
PRINT HYD ID=2 CODE=1
*
**** SUB-BASIN 305 ****
*S DOES NOT INCLUDE AREA FROM PARADISE BLVD - COMMERCIAL
*
COMPUTE NM HYD ID=17 HYD NO = 305
DA= 0.0391 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1394 HR MASSRAIN=-1
PRINT HYD ID=17 CODE=1
*
* The following divide was added to account for a loss of 1/3 of the basin
* drainage area that is collected by several storm drain inlets along the
* Paseo Del Norte west bound on-ramp, that collect flow and take it to the
* NMSH&TD pond located at the SW intersection of PDN and Coors Blvd.
*
*S DIVIDE HYD 305 BY 67 PERCENT THAT WILL REACH PROPOSED TRACT 2B AMAFCA POND
*
DIVIDE HYD INFLOW ID=17 PER=-67 ID I=17 HYD NO=305.69
ID II=57 HYD NO=305.68
PRINT HYD ID=17 CODE=1
*S
*S 305.69 IS THE REVISED AREA OF BASIN 305 (67%) THAT WILL REACH
*S TRACT 2-B PROPOSED AMAFCA POND
*S
PRINT HYD ID=57 CODE=1
*S 305.68 IS THE REVISED AREA OF BASIN 305 (33%) THAT WILL FLOW TO THE
*S EXISTING NMSH&TD POND AT THE SW CORNER OF PDN AND COORS
*S
*S note – HAVE NOT MODIFED THIS MODEL TO ACTUALLY ADD 305.68 TO THE
*S NMSH&TD POND
*
* * * BASIN 400 * * *
*
**** SUB-BASIN 401 ****
*S CACTUS RIDGE
* SOURCE OF AREA: B.H. FEB 1992 DRAINAGE REPORT
*
COMPUTE NM HYD ID=1 HYD NO = 401
DA= 0.0236 SQUARE MI
A=10
B=22.3
C=15
D=52.7
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD HYD OLF.2 TO SUB-BASIN 401 ***
*
ADD HYD ID=3 HYD NO=401.1 ID I=1 ID II=11
PRINT HYD ID=3 CODE=1
*
*S DIVIDE HYD 401.1 BY MAXIMUM INFLOW OF CATCH BASINS, WEST OF
*S SUB-BASIN 401,ALONG PARADISE ROAD (7 CB AT 10 CFS EACH)
*
DIVIDE HYD INFLOW ID=3 Q=70 ID I=4 HYD NO=CB2
ID II=5 HYD NO=401.13
PRINT HYD ID=4 CODE=1
PRINT HYD ID=5 CODE=1
*
**** SUB-BASIN 402 ****
*S SUB-BASIN 402 IS PART OF WEST PARK APARTMENTS
* SOURCE: D.M.G. MAY 1994 DRAINAGE REPORT
*
COMPUTE NM HYD ID=1 HYD NO = 402
DA= 0.0088 SQUARE MI
A=0
B=28.6
C=28.7
D=42.7
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD OLF HYD 401.13 TO 402 ***
*
ADD HYD ID=6 HYD NO=402.1 ID I=5 ID II=1
PRINT HYD ID=6 CODE=1
*
*S
*S UPDATE3.txt proposed drainage management change
*s
*S commented out HYD 402.2 in update3.txt to remove all flow
*S from basins 302, 303 and 304 from reaching the detention
*S pond in Basin 504 that outfalls to the proposed Tract 2-B Pond
*S
*** ADD OLF HYD 304.13 TO OLF HYD 402.1 ***
**S OLF HYD 402.2 CONTINUES SOUTH EAST ON PARADISE ROAD
**S**** OLF HYD 402.2 IS AP #5 *****
*
*ADD HYD ID=18 HYD NO=402.2 ID I=6 ID II=7
*PRINT HYD ID=18 CODE=1
*S
*S UPDATE3.TXT REVISION - ADD BASIN 301 TO APPROPRIATE FRACTION
*S OF BASIN 401 AND ALL OF BASIN 402
*S
ADD HYD ID=18 HYD NO=402.66 ID I=6 ID II=33
PRINT HYD ID=18 CODE=1
*S
** ROUTE 402.2 THRU 502 ON PARADISE BLVD **
*S ROUTING 402.2 TO DETENTION POND IN 503
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=2.67
CH SLOPE=0.0548 FP SLOPE=0.0548
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 2.67 0.1 0
24 0.48 47.9 0
48 2.67
ROUTE MCUNGE ID=20 HYD NO=402.23 INFLOW ID=18
DT=0.0 L=1350
NS=0 SLOPE=0.0548 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=20 CODE=1
*
*** ADD OLF HYD 402.23 TO 305 ***
*
ADD HYD ID=19 HYD NO=305.1 ID I=17 ID II=20
PRINT HYD ID=19 CODE=1
*
*** ADD HYD CB1.2 TO HYD CB2 ***
*S**** PIPE HYD CB2.1 IS AP #6 *****
*
ADD HYD ID=6 HYD NO=CB2.1 ID I=2 ID II=4
PRINT HYD ID=6 CODE=1
*
**** SUB-BASIN 403 ****
*S SUB-BASIN 403 IS PART OF WEST PARK APARTMENTS
* SOURCE: D.M.G. MAY 1994 DRAINAGE REPORT
*
COMPUTE NM HYD ID=1 HYD NO = 403
DA= 0.0144 SQUARE MI
A=0
B=22.9
C=22.9
D=54.2
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*S DIVIDE HYD 403 BY MAXIMUM INFLOW OF POND INLET IN WEST PARK APARTMENTS
* SOURCE OF DIVIDE IS D.M.G. MAY, 1994 DRAINAGE REPORT
*S OLF HYD 403.13 IS A NONCONTRIBUTING POND
*
DIVIDE HYD INFLOW ID=1 Q=3 ID I=2 HYD NO=CB3
ID II=99 HYD NO=403.13
PRINT HYD ID=2 CODE=1
PRINT HYD ID=99 CODE=1
*
*** ADD HYD CB2.1 TO HYD CB3 ***
*
ADD HYD ID=5 HYD NO=CB3.1 ID I=6 ID II=2
PRINT HYD ID=5 CODE=1
*
*S ROUTE CB3.1 IN 48" AND 54" PIPE BETWEEN MH # S-702 AND MH # S-732
*S Q(CAP) = 144 CFS, AT SLOPE=0.005
*
COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.005
DIAM=4.5 FT N=0.013
ROUTE MCUNGE ID=2 HYD NO=CB3.13 INFLOW ID=5
DT=0.0 L=1678
NS=0 SLOPE=0.005 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=2 CODE=1
*
**** SUB-BASIN 404 ****
*S LESLIE HOMES
* SOURCE: D.M.G. JAN 1993 DRAINAGE REPORT
*
COMPUTE NM HYD ID=1 HYD NO = 404
DA= 0.0161 SQUARE MI
A=10
B=25.1
C=15
D=49.9
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD HYD 404 TO HYD CB3.13 ***
* ASSUME ALL SUB-BASIN 404 ENTERS SD
*
ADD HYD ID=5 HYD NO=CB4.1 ID I=1 ID II=2
PRINT HYD ID=5 CODE=1
*
*S ROUTE CB4.1 IN 60" PIPE BETWEEN MH # S-732 AND MH # S-531
*S Q(CAP) = 184 CFS, AT SLOPE=0.005
*
COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.005
DIAM=5 FT N=0.015
ROUTE MCUNGE ID=2 HYD NO=CB4.13 INFLOW ID=5
DT=0.0 L=1051
NS=0 SLOPE=0.005 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=2 CODE=1
*
**** SUB-BASIN 405 ****
*S SUB-BASIN 405 IS PART OF CACTUS HILLS
* SOURCE: D.M.G. JAN 1993 DRAINAGE REPORT
*
COMPUTE NM HYD ID=1 HYD NO = 405
DA= 0.0270 SQUARE MI
A=10
B=42
C=10
D=38
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*S DIVIDE SUB-BASIN 405 BY REMAINING MAXIMUM PIPE CAPACITY *
*
DIVIDE HYD INFLOW ID=1 Q=40 ID I=6 HYD NO=CB5
ID II=7 HYD NO=405.03
PRINT HYD ID=6 CODE=1
PRINT HYD ID=7 CODE=1
*
*S ROUTING 405.03 TO CONGRESS AVE
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=2.67
CH SLOPE=0.004 FP SLOPE=0.004
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 2.67 0.1 0
24 0.48 47.9 0
48 2.67
ROUTE MCUNGE ID=15 HYD NO=405.02 INFLOW ID=7
DT=0.0 L=500
NS=0 SLOPE=0.004 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=15 CODE=1
*
*** ADD HYD CB5 TO HYD CB4.13 ***
*S SUB-BASIN 405 HAS TRANSVERSE DRAIN WITH 36" PIPE TO 60" SD
*
ADD HYD ID=5 HYD NO=CB5.1 ID I=6 ID II=2
PRINT HYD ID=5 CODE=1
*
*S ROUTE CB5.1 IN 60" PIPE BETWEEN MH # S-531 AND MH # S-932
*S Q(CAP) = 184 CFS, AT SLOPE=0.005
*
COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.005
DIAM=5.5 FT N=0.015
ROUTE MCUNGE ID=2 HYD NO=CB5.13 INFLOW ID=5
DT=0.0 L=454
NS=0 SLOPE=0.005 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=2 CODE=1
*
*S ROUTE CB5.2 IN 60" PIPE UNTIL CUBBY HOLE DET POND
*S Q(CAP) = 233 CFS, AT SLOPE=0.008
*
COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.008
DIAM=5 FT N=0.015
ROUTE MCUNGE ID=25 HYD NO=CB5.23 INFLOW ID=2
DT=0.0 L=690
NS=0 SLOPE=0.008 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=11 CODE=1
*
**** SUB-BASIN 406 ****
*S SUB-BASIN 406 IS NORTH OF CONGRESS AVE - RESIDENTIAL
*
COMPUTE NM HYD ID=1 HYD NO = 406
DA= 0.0107 SQUARE MI
A=10
B=25
C=15
D=50
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD 405.1 TO HYD 406 ***
*
ADD HYD ID=6 HYD NO=406.1 ID I=15 ID II=1
PRINT HYD ID=6 CODE=1
*
*S ROUTING 406.1 ON CONGRESS AVE TO IRVING AND EAGLE RANCH ROAD
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=3
CH SLOPE=0.0083 FP SLOPE=0.0083
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 3.00 0.1 0
24 0.48 47.9 0
48 3.00
ROUTE MCUNGE ID=3 HYD NO=406.12 INFLOW ID=6
DT=0.0 L=600
NS=0 SLOPE=0.0083 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=3 CODE=1
*
**** SUB-BASIN 407 ****
*S SUB-BASIN 407 IS NORTH OF CONGRESS AVE - COMMERCIAL
* INCLUDES AREA FROM IRVING BLVD
*
COMPUTE NM HYD ID=1 HYD NO = 407
DA= 0.0224 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
* EXISTING DETENTION BASIN IN BASIN 407
*S CUBBY HOLE DETENTION BASIN
*S ROUTING RESERVOIR WITH 12" ORIFACE
* SOURCE: D.M.G. JAN, 1993 DRAINAGE REPORT, PG 42
*
ROUTE RESERVOIR ID=5 HYD NO=407.RES INFLOW=1 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 5063
3.78 0.0387 5064
5.35 0.0597 5065
6.55 0.0808 5066
7.56 0.1019 5067
8.46 0.1230 5068
9.26 0.1440 5069
10.00 0.1651 5070
29 0.170 5070.25
62 0.175 5070.5
104 0.180 5070.75
153 0.185 5071
*S
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 5063
*S 3.78 0.0387 5064
*S 5.35 0.0597 5065
*S 6.55 0.0808 5066
*S 7.56 0.1019 5067
*S 8.46 0.1230 5068
*S 9.26 0.1440 5069
*S 10.00 0.1651 5070
*S 29 0.170 5070.25
*S 62 0.175 5070.5
*S 104 0.180 5070.75
*S 153 0.185 5071
*S
* DIVIDE HYD 407.RES BY MAXIMUM PIPE OUTFLOW *
*
DIVIDE HYD INFLOW ID=5 Q=10 ID I=89 HYD NO=407.03
ID II=13 HYD NO=OLF.4
PRINT HYD ID=27 CODE=1
PRINT HYD ID=13 CODE=1
*
*S ROUTE CB5.3 IN 60" PIPE UNTIL BETWEEN MH # S-951 TO MH # S-962
*S Q(CAP) = 260 CFS, AT SLOPE=0.01
*
COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.01
DIAM=5 FT N=0.015
ROUTE MCUNGE ID=85 HYD NO=CB5.33 INFLOW ID=25
DT=0.0 L=739
NS=0 SLOPE=0.01 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=7 CODE=1
*
*** ADD HYD 406.12 TO HYD OLF.4 ***
*
ADD HYD ID=17 HYD NO=407.1 ID I=3 ID II=13
PRINT HYD ID=17 CODE=1
*
**** SUB-BASIN 408 ****
*S SUB-BASIN 408 IS STATE FARM INSURANCE
*S OLF GOING TO THE EAST AND DOES NOT EFFECT EAGLE RANCH SD
* SOURCE: EASTERLING FEB 1987 PLANS
*
COMPUTE NM HYD ID=14 HYD NO = 408
DA= 0.0066 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=14 CODE=1
*
*S EXISTING DETENTION BASIN IN SUB-BASIN 408
*S ROUTING RESERVOIR WITH 12" WEIR
* SOURCE: EASTERLING FEB, 1987 START FARM INS PLANS
*
ROUTE RESERVOIR ID=18 HYD NO=408.RES INFLOW=14 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 5050.80
1.08 0.2198 5052.30
1.66 0.2931 5052.80
2.31 0.3663 5053.30
3.02 0.4396 5053.80
22.00 0.4763 5054.05
*S
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 5050.8
*S 1.08 0.2198 5052.3 EXISTING TOP OF POND
*S 1.66 0.2931 5052.8
*S 2.31 0.3663 5053.3
*S 3.02 0.4396 5053.8
*S 22 0.4763 5054.05
*S
*
*** ADD HYD 408.RES TO HYD 407.1 ***
*S
*S UPDATE3.TXT - COMMMENT OUT HYD 408.10 TO REMOVE ANY FRACTIONS
*S OF BASINS 406 AND 407 FROM REACHING THE INTERSECTION
*S OF IRVING AND COORS BLVD.
*S
*
*ADD HYD ID=14 HYD NO=408.1 ID I=17 ID II=18
*PRINT HYD ID=14 CODE=1
*S
*S UPDATE3.TXT REVISION – ADD BASIN 408 WITH THE EXCESS FLOW FROM
*S BASIN 405 THAT IS NOT COLLECTED BY THE EAGLE RANCH
*S BLVD. STORM DRAIN THIS FLOW WILL DRAIN EAST ON IRVING
*S
ADD HYD ID=14 HYD NO=408.66 ID I=14 ID II=15
PRINT HYD ID=14 CODE=1
*S
**** SUB-BASIN 409 ****
*S SUB-BASIN 409 IS EAST OF IRVING, TRACT D
*
COMPUTE NM HYD ID=1 HYD NO = 409
DA= 0.0098 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*S DIVIDE HYD 409 BY 36" STUB OUT PIPE CAPACITY *
*
DIVIDE HYD INFLOW ID=1 Q=25 ID I=28 HYD NO=CB6
ID II=15 HYD NO=409.03
PRINT HYD ID=28 CODE=1
PRINT HYD ID=15 CODE=1
*
**** SUB-BASIN 411 ****
*S SUB-BASIN 411 IS EAST OF IRVING, TRACT B
*
COMPUTE NM HYD ID=1 HYD NO = 411
DA= 0.0092 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*S DIVIDE HYD 411 BY INLET CAPACITY *
DIVIDE HYD INFLOW ID=1 Q=10 ID I=2 HYD NO=CB7
ID II=7 HYD NO=411.03
PRINT HYD ID=2 CODE=1
PRINT HYD ID=7 CODE=1
*
**** SUB-BASIN 410 ****
*S SUB-BASIN 410 IS EAST OF IRVING, TRACT A
*
COMPUTE NM HYD ID=1 HYD NO = 410
DA= 0.0047 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*S DIVIDE HYD 410 BY INLET CAPACITY *
DIVIDE HYD INFLOW ID=1 Q=10 ID I=9 HYD NO=CB8
ID II=16 HYD NO=410.03
PRINT HYD ID=9 CODE=1
PRINT HYD ID=16 CODE=1
*
*** ADD HYD 411.03 TO HYD 410.03 ***
*
ADD HYD ID=3 HYD NO=411.1 ID I=7 ID II=16
PRINT HYD ID=3 CODE=1
*
*** ADD HYD 411.1 TO HYD 409.03 ***
*S ASSUME OLF HYD 411.2 PONDS
*
ADD HYD ID=16 HYD NO=411.2 ID I=3 ID II=15
PRINT HYD ID=16 CODE=1
*
*** ADD HYD CB5.33 TO HYD CB7 ***
*
ADD HYD ID=21 HYD NO=CB7.1 ID I=2 ID II=85
PRINT HYD ID=21 CODE=1
*
*** ADD HYD CB8 TO HYD CB7.1 ***
*
ADD HYD ID=2 HYD NO=CB8.1 ID I=21 ID II=9
PRINT HYD ID=2 CODE=1
*
*S ROUTE CB8.1 IN 60" PIPE TO SUB-BASIN 411 ( JUST BEFORE
*S CALABACILLAS ARROYO OUTFALL)
*S Q(CAP) = 184 CFS, AT SLOPE=0.005
*
COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.005
DIAM=5.5 FT N=0.013
ROUTE MCUNGE ID=9 HYD NO=CB8.12 INFLOW ID=2
DT=0.0 L=1263
NS=0 SLOPE=0.005 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=9 CODE=1
*
**** SUB-BASIN 412 ****
*S SUB-BASIN 412 IS EAST OF IRVING, TRACT C-2 and C-3
*
COMPUTE NM HYD ID=1 HYD NO = 412
DA= 0.0133 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1449 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD HYD CB9 TO HYD CB8.12 ***
*S HYD CB9.1 IS TOTAL PIPE FLOW TO CALAB. ARROYO
*S**** HYD CB9.1 IS AP #9 *****
*
ADD HYD ID=98 HYD NO=CB9.1 ID I=1 ID II=9
PRINT HYD ID=98 CODE=1
*
ADD HYD ID=99 HYD NO=OUT.1 ID=98 ID=99
PRINT HYD ID=99 CODE=1
*
*S SAD 224-PROJECT INCLUDES ENLARGING POND ON CONGRESS AVE
*S INSTALLATION OF 66" OUTLET PIPE FROM POND-FLOWS ROUTED TO
*S CALABACILLAS ARROYO
* SOURCE: WILSON & COMPANY ENGINEERS
*
*** ROUTE PROPOSED PIPE UNTIL CUBBY HOLE DETENTION POND ***
*S Q(CAP) =233 CFS, AT SLOPE = 0.008
*
COMPUTE RATING CURVE CID=1 NO=1 CODE=-1 SLP=0.008
DIAM=5.5 FT N=0.013
ROUTE MCUNGE ID=2 HYD NO=CB6.23 INFLOW ID=66
DT=0.0 L=690
NS=0 SLOPE=0.008 MATCODE=0
REGCODE=0 CCODE=1
PRINT HYD ID=2 CODE=1
*
*** ADD HYD 407 TO PROPOSED PIPE SYSTEM ***
*
ADD HYD ID=86 HYD NO=CB6.33 ID I=2 ID II=89
PRINT HYD ID=86 CODE=1
*
*S** ROUTE PROPOSED PIPE UNTIL IT REACHES EAGLE RANCH ROAD AGAIN ***
*S Q(CAP) =233 CFS AT SLOPE = 0.008
*
COMPUTE RATING CURVE CID=1 NO=1 CODE=-1 SLP=0.008
DIAM=5.5 FT N=0.013
ROUTE MCUNGE ID=8 HYD NO=CB6.33 INFLOW ID=86
DT=0.0 L=300
NS=0 SLOPE=0.008 MATCODE=0
REGCODE=0 CCODE=1
PRINT HYD ID=8 CODE=1
*
** ADD BASIN 409 TO PROPOSED PIPE **
*
ADD HYD ID=9 HYD NO=CB6.43 ID I=28 ID II=8
PRINT HYD ID=9 CODE=1
*
**** SUB-BASIN 413 ****
*S SUB-BASIN 413 IS WEST OF EAGLE RANCH COMMERCIAL*
*
COMPUTE NM HYD ID=3 HYD NO= 413
DA=0.0156 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.133 HR MASSRAIN=-1
PRINT HYD ID=3 CODE=1
*
**** SUB-BASIN 414 ****
*S SUB-BASIN 414 IS WEST OF EAGLE RANCH COMMMERCIAL*
*
COMPUTE NM HYD ID=10 HYD NO=414
DA=0.00297 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.133 HR MASSRAIN=-1
PRINT HYD ID=10 CODE=1
*
*** ADD 413 AND 414 ***
*
ADD HYD ID=5 HYD NO=CB6.53 ID I=3 ID II=10
PRINT HYD ID=5 CODE=1
*
*** ADD 413 AND 414 TO PROPOSED PIPE ***
*
ADD HYD ID=11 HYD NO=CB6.63 ID=5 ID=9
PRINT HYD ID=11 CODE=1
*
**** SUB-BASIN 415 ****
*S SUB-BASIN 415 IS WEST OF EAGLE RANCH - COMMERCIAL *
*
COMPUTE NM HYD ID=1 HYD NO=415
DA=0.0119 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.133 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
ADD HYD ID=98 HYD NO=OUT.2 ID I=1 ID II=11
PRINT HYD ID=98 CODE=1
*
ADD HYD ID=99 HYD NO=OUT.3 ID=98 ID=99
PRINT HYD ID=99 CODE=1
*
* * * BASIN 500 * * *
*
**** SUB-BASIN 501 ****
*S EAGLE RANCH ROAD
*S 86 FT ROW
*
COMPUTE NM HYD ID=1 HYD NO = 501
DA= 0.01 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.3060 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD HYD 501 TO OLF HYD 408.1 ***
*S
*S UPDATE3.TXT REVISION – HYD. 501.1 IS THE FLOW ON IRVING BLVD. THAT WILL
*S REACH THE WEST SIDE OF INTERSECTION OF COORS BLVD.
*S (DOES NOT YET INCLUDE BASINS 505 AND 505A
*S
ADD HYD ID=3 HYD NO=501.1 ID I=14 ID II=1
PRINT HYD ID=3 CODE=1
*
*S ROUTE OLF 501.1 THRU 505 IN IRVING BLVD **
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=3
CH SLOPE=0.021 FP SLOPE=0.021
N=0.017 DIST=48
DIST ELEV DIST ELEV
0 3.00 0.1 0
24 0.48 47.9 0
48 3.00
ROUTE MCUNGE ID=7 HYD NO=501.12 INFLOW ID=3
DT=0.0 L=1000
NS=0 SLOPE=0.021 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=7 CODE=1
*
**** SUB-BASIN 502 ****
*S COMMERCIAL
* SOURCE OF AREA: B.H. APR, 1990 DRAINAGE REPORT
*
COMPUTE NM HYD ID=1 HYD NO = 502
DA= 0.0435 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*S DIVIDE HYD 305.1 IN PARADISE BLVD BY ASSUMED 18" CAPACITY *
*
DIVIDE HYD INFLOW ID=19 Q=20 ID I=2 HYD NO=402.24
ID II=3 HYD NO=402.25
PRINT HYD ID=2 CODE=1
PRINT HYD ID=3 CODE=1
*
*** ADD OLF HYD 402.24 TO SUB-BASIN 502 ***
*
ADD HYD ID=5 HYD NO=502.1 ID I=2 ID II=1
PRINT HYD ID=5 CODE=1
*
*S EXISTING DETENTION BASIN IN SUB-BASIN 502
*S ROUTING RESERVOIR WITH 24" RCP AND 6'2" HIGH 18" STANDPIPE
* SOURCE OF STORAGE AND DISCHARGE: B.H. APR, 1990 DRAINAGE REPORT *
*
ROUTE RESERVOIR ID=8 HYD NO=502.RES INFLOW=5 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 5030
38.9526 2.1993 5038
58 2.268 5038.25
91 2.337 5038.5
*S
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 5030
*S 38.9526 2.1993 5038
*S 58 2.268 5038.25
*S 91 2.337 5038.5
*S
**** SUB-BASIN 503 ****
*S COMMERCIAL
* SOURCE OF AREA: B.H. APR, 1990 DRAINAGE REPORT
*
COMPUTE NM HYD ID=1 HYD NO = 503
DA= 0.0235 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.2284 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD OLF HYD 402.25 TO HYD SUB-BASIN 503 ***
*
ADD HYD ID=2 HYD NO=503.1 ID I=1 ID II=3
PRINT HYD ID=2 CODE=1
*S
*S NOTE – THE FOLLOWING IS A CHANGE FROM UPDATE1.TXT
*S
*S 502.RES ACTUALLY DISCHARGES INTO 503.RES, SO NEED TO ADD IT HERE
*S
ADD HYD ID=2 HYD NO=503.19 ID I=2 ID II=8
PRINT HYD ID=2 CODE=1
*
*S
*S EXISTING DETENTION BASIN IN SUB-BASIN 503
*S ROUTING RESERVOIR WITH 24" RCP AND 9'3" HIGH 18" STANDPIPE
* SOURCE OF STORAGE AND DISCHARGE: B.H. APR, 1990 DRAINAGE REPORT *
*
ROUTE RESERVOIR ID=5 HYD NO=503.RES INFLOW=2 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 5000
10.1924 4.2712 5010
29 4.378 5010.25
62 4.485 5010.5
104 4.592 5010.75
153 4.698 5011
209 4.805 5011.25
*S
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 5000
*S 10.1924 4.2712 5010
*S 29 4.378 5010.25
*S 62 4.485 5010.5
*S 104 4.592 5010.75
*S 153 4.698 5011
*S 209 4.805 5011.25
*S
*
*S DON’T NEED FOLLOWING ADD DUE TO PREVIOUS ADD OF 503.19
*S
*S*** ADD HYD 502.RES TO HYD 503.RES ***
*S
*SADD HYD ID=10 HYD NO=503.1 ID I=5 ID II=8
*SPRINT HYD ID=10 CODE=1
*S
**** SUB-BASIN 504 ****
*S COMMERCIAL
* SOURCE OF AREA: B.H. APR, 1990 DRAINAGE REPORT
* CHANGE AREA FROM 0.0257 TO 0.0426
COMPUTE NM HYD ID=1 HYD NO = 504
DA= 0.0426 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.2025 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*S EXISTING DETENTION BASIN IN SUB-BASIN 504
*S ROUTING RESERVOIR WITH 36" RCP AND 5'2" HIGH 18" STANDPIPE
* SOURCE OF STORAGE AND DISCHARGE: B.H. APR, 1990 DRAINAGE REPORT *
*
ROUTE RESERVOIR ID=3 HYD NO=504.RES INFLOW=1 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 5001
38.9526 1.1742 5007
*S
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 5001
*S 38.9526 1.1742 5007
*S
*
*S DON’T USE FOLLOWING ADD, CHANGE IT TO CORRECT ID NO’S (IMMEDIATELY BELOW)
*S** ADD HYD 503.1 TO HYD 504.RES ***
*S
*SADD HYD ID=11 HYD NO=504.1 ID I=3 ID II=10
*SPRINT HYD ID=11 CODE=1
*S
*S THIS IS REVISED ADD, CORRECTED ID NO’S
*** ADD HYD 503.RES TO HYD 504.RES ***
*
ADD HYD ID=11 HYD NO=504.1 ID I=3 ID II=5
PRINT HYD ID=11 CODE=1
*S
*S $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $
*S
*S HYD. 504.10 IS THE TOTAL HYDROGRAPH ON THE WEST SIDE OF COORS
*S THAT REACHES THE EXISTING 36” CMP THAT PASSES UNDER COORS TO THE
*S TRACT 2-B POND – PROPOSED AMAFCA POND
*S
*S $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $
*S
**** SUB-BASIN 505 ****
*S EAST OF IRVING BLVD, NORTH OF COORS BLVD - COMMERCIAL
*
COMPUTE NM HYD ID=1 HYD NO = 505
DA= 0.0497 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.2066 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
*** ADD HYD 505 TO OLF HYD 501.12 ***
*S
*S UPDATE3.TXT REVISION – HYD 505.10 IS THE FLOW AT THE WEST SIDE OF THE
*S COORS BLVD. AND IRVING BLVD. THAT INCLUDES
*S THE FLOW FROM IRVING BLVD. HOWEVER, THIS DOES NOT
*S YET INCLUDE BASIN 505A
*S
ADD HYD ID=2 HYD NO=505.1 ID I=1 ID II=7
PRINT HYD ID=2 CODE=1
*S
*S UPDATE3.TXT REVISION – SAVE 505.1 IN AN ALTERNATE ID NO.
*S TO LATER ADD TO 505A TO FIND TOTAL Q
*S AT THE INTERSECTION OF IRIVING AND COORS BLVD.
*S AT AP 505A.9
*S
ADD HYD ID=45 HYD NO=505.1 ID I=1 ID II=7
PRINT HYD ID=45 CODE=1
*S
*
**** SUB-BASIN 505A ****
*S
*S COORS BOULEVARD ROW 0F WAY BASIN 505A
*
COMPUTE NM HYD ID=1 HYD NO = 505A
DA= 0.0056 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*S
*S NOTE – ACTUALLY 1 / 2 OF BASIN 505A WILL FLOW TO THE WEST SIDE OF
*S COORS AT IRVING AND THE OTHER HALF TO THE EAST SIDE OF COORS
*S AND IRVING BLVD.
*S
*S UPDATE3.TXT REVISION – ADD 505.1 IN AN ALTERNATE ID NO.
*S TO 505A TO FIND TOTAL Q
*S AT THE INTERSECTION OF IRIVING AND COORS BLVD.
*S AT AP 505A.9 (includes Irving Q, basins 505 and 505a)
*S
ADD HYD ID=46 HYD NO=505A.9 ID I=1 ID II=45
PRINT HYD ID=46 CODE=1
*S
*S ROUTE 505A IN FUTURE STORM DRAIN THROUGH 506A
*S ASSUME PIPE SIZE OF 48" AND SLOPE=0.008 FT/FT
COMPUTE RATING CURVE CID=1 NO=1 CODE=-1 SLP=0.008
DIAM=4 FT N=0.013
ROUTE MCUNGE ID=31 HYD NO=505A.1 INFLOW ID=1
DT=0.0 L=1500
NS=0 SLOPE=0.008 MATCODE=0
REGCODE=0 CCODE=1
PRINT HYD ID=31 CODE=1
*S ROUTE OLF HYD 505.1 THRU 506 ON COORS BLVD **
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=2.67
CH SLOPE=0.012 FP SLOPE=0.012
N=0.017 DIST=80
DIST ELEV DIST ELEV
0 2.67 0.1 0
40 0.80 79.9 0
80 2.67
ROUTE MCUNGE ID=9 HYD NO=505.12 INFLOW ID=2
DT=0.0 L=2150
NS=0 SLOPE=0.012 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=9 CODE=1
*
*** ADD OLF HYD 505.12 TO HYD 504.1 ***
*
ADD HYD ID=2 HYD NO=505.2 ID I=11 ID II=9
PRINT HYD ID=2 CODE=1
*
** ROUTE 505.2 THRU 506'S LOW SPOT **
*S ASSUME A FUTURE PIPE SIZE AND SLOPE; 96" AND 0.009 FT/FT
*
COMPUTE RATING CURVE CID=1 VS NO=1 CODE=-1 SLP=0.009
DIAM=8 FT N=0.013
ROUTE MCUNGE ID=3 HYD NO=505.22 INFLOW ID=2
DT=0.0 L=700
NS=0 SLOPE=0.009 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=3 CODE=1
*
**** SUB-BASIN 506 ****
*S EAST OF COORS BLVD - RESIDENTIAL AND STATE HWY DEPT ROW
*
COMPUTE NM HYD ID=1 HYD NO = 506
DA= 0.0559 SQUARE MI
A=10
B=30
C=30
D=30
TP=0.2045 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=1
*
**** SUB-BASIN 506A ****
*S COORS BOULEVARD ROW
*
COMPUTE NM HYD ID=29 HYD NO = 506A
DA= 0.008 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.18684 HR MASSRAIN=-1
PRINT HYD ID=29 CODE=1
*
*** ADD OLF HYD 505.12 TO HYD 506 ***
*
ADD HYD ID=2 HYD NO=506.1 ID I=1 ID II=3
PRINT HYD ID=2 CODE=1
*
*** ADD HYD 506.1 TO HYD 505A.1 ***
*
ADD HYD ID=27 HYD NO=506.12 ID I=2 ID II=31
PRINT HYD ID=27 CODE=1
*
*** ADD HYD 506.12 TO HYD 506A ***
*
ADD HYD ID=2 HYD NO=506.2 ID I=27 ID II=29
PRINT HYD ID=2 CODE=1
*S
*S
*S PROPOSED TRACT 2-B DETENTION BASIN WITHIN AMAFCA R-O-W
*S ROUTING RESERVOIR WITH 1- 36" DIAM ORIFICE (THERE ARE NOW 2 PIPES)
*S MAXIMUM: HIGH ELEV = 5003 , LOW ELEV = 4993.73 , OUTFLOW = 38 CFS
*S AREA ORIFICE IS 2.75 SF
*S
*S The following “STORAGE & ELEVATION” DATA ARE FROM THE CONCEPTUAL DESIGN
*S AS PREPARED BY SMITH ENGINEERING JUNE 2003 AND SHOWN ON FIGURE 4 OF
*S THE REPORT BY SMITH ENGINEERING REGARDING THE TRACT 2-B POND PREPARED
*S IN JUNE 2003. THE OUTFLOW DATA ARE FROM THE ORIGINAL DMP MODEL AND WERE
*S APPARENTLY BASED ON ONLY 1-36-INCH CMP.
*S
ROUTE RESERVOIR ID=10 HYD NO=506.RES INFLOW=2 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 4993.73
13.2 2.1034 4994
18.7 6.3676 4995
22.9 10.7471 4996
26.5 15.2433 4997
29.6 19.8574 4998
32.4 24.5907 4999
35.0 29.4446 5000
37.5 34.4202 5001
39.7 39.5191 5002
41.9 44.7423 5003
*S
*S HYD 506.RES IS THE RESULT OF THE TRACT 2-B CONCEPTUAL RESERVOIR ROUTING
*S STORAGE – ELEV. DATA AS PREPARED FOR THE JUNE 2003 POND CONCEPTUAL DESIGN
*S
*S THE FOLLOWING DATA ARE FROM THE ORIGINAL UPDATE1.DAT MODEL
*S THE ELEVATION – STORAGE DATA IS VERY CLOSE TO THAT OF THE CONCEPTUAL
*S DESIGN DATA OF JUNE 2003
*S
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 4993
*S 13.2 1.1324 4994
*S 18.7 4.4968 4995
*S 22.9 9.3777 4996
*S 26.5 14.3639 4997
*S 29.6 19.4554 4998
*S 32.4 24.6522 4999
*S 35.0 29.9543 5000
*S 37.5 35.3617 5001
*S 39.7 40.8744 5002
*S 41.9 46.4318 5003
*S 43.9 52.1551 5004
*
*** ADD THE FLOW FROM THE POND ON BLACK RANCH TRACT 2 TO THE CANAL AT THE ***
*** CBC UNDER PASEO DEL NORTE ***
*
ADD HYD ID=20 HYD NO=900 ID=83 ID=10
*
** ROUTE THE FLOW FROM TRACT 2 POND AND BASIN 8.3 THROUGH THE 6'X 10' CBC TO
** POINT WHERE FLOW FROM POND AT SW CORNER OF PASEO DEL NORTE ENTERS THE CBC
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=6
CH SLOPE=0.001332 FP SLOPE=0.001332
N=0.013 DIST=10
DIST ELEV DIST ELEV
0 6.00 0.1 0
10 0 10.1 6
ROUTE MCUNGE ID=7 HYD NO=901 INFLOW ID=20
DT=0.0 L=925
NS=0 SLOPE=0.001332 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=7 CODE=1
*
**** BASIN 11.1W ****
*
*S THE ALBUQUERQUE WEST COMMERCIAL DEVELOPMENT AREA
*S INCLUDES SECTIONS OF PASEO DEL NORTE AND STATE HIGHWAY DEPT. ROW
*S BASIN 11.1W
*
COMPUTE NM HYD ID=1 HYD NO=147
DA=0.04607 SQ MI
A=10
B=10
C=0
D=80
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=0
*
*S ROUTE RESERVOIR THROUGH NMSH&TD POND AT SW CORNER OF PDN AND COORS
*S ROUTE RESERVOIR WITH 2 30" CULVERT PIPES UNDER COORS BLVD.
*
ROUTE RESERVOIR ID=2 HYD NO=147.RES INFLOW=1 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 4996
28 1.30 4998
66 2.66 5000
*S
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 4996
*S 28 1.30 4998
*S 66 2.66 5000
*
*S DIVIDE HYD 147.RES BY MAXIMUM PIPE OUTFLOW *
*
DIVIDE HYD INFLOW ID=2 Q=66 ID I=18 HYD NO=147.RES1
ID II=30 HYD NO=OLF.5
PRINT HYD ID=18 CODE=1
PRINT HYD ID=30 CODE=1
*S ROUTE THE FLOW FROM THE POND THROUGH CULVERT PIPES UNDER COORS **
* THE EQUIVALENT DIAMETER OF THE TWO PIPES IS USED. ASSUME A SLOPE OF.5%
*
COMPUTE RATING CURVE CID=1 NO=1 CODE=-1 SLP=0.002
DIAM=3.5 FT N=0.024
ROUTE MCUNGE ID=8 HYD NO=903 INFLOW ID=18
DT=0.0 L=300
NS=0 SLOPE=0.005 MATCODE=0
RECODE=0 CCODE=1
PRINT HYD ID=8 CODE=1
*
*** ADD THE FLOW FROM NMSHTD POND TO CANAL ***
*
ADD HYD ID=9 HYD NO=904 ID=8 ID=7
*
**** SUB-BASIN 11.1AW ****
*
*S SECTION OF BASIN 11.1W THAT DRAINS TO CULVERT UNDER COORS
*
COMPUTE NM HYD ID=18 HYD NO=147A
DA=0.005275 SQUARE MI
A=100
B=0
C=0
D=0
TP=0.1333 HR MASSRAIN=-1
*
PRINT HYD ID=18 CODE=1
*
*S ROUTE 11.1A THROUGH A 24" CMP PIPE UNDER COORS TO CANAL CBC **
* ASSUME A SLOPE OF 1%
*
COMPUTE RATING CURVE CID=1 NO=1 CODE=-1 SLP=0.01
DIAM=2 FT N=0.024
ROUTE MCUNGE ID=12 HYD NO=147A.1 INFLOW ID=18
DT=0.0 L=300
NS=0 SLOPE=0.01 MATCODE=0
RECODE=0 CCODE=1
PRINT HYD ID=12 CODE=1
*
*S** ADD THE FLOW FROM 11.1A TO CANAL **
*
ADD HYD ID=9 HYD NO=147.12 ID=9 ID=12
*
*S BASE FLOW CORRECTION
*
MODIFY TIME ID=9 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
*
*S ROUTE FLOW DOWN CANAL TO AREA 11.2 DISCHARGE POINT. **
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=0 MAX ELEV=6
CH SLOPE=0.001332 FP SLOPE=0.001332
N=0.013 DIST=10
DIST ELEV DIST ELEV
0 6.00 0.1 0
10 0 10.1 6
ROUTE MCUNGE ID=3 HYD NO=18 INFLOW ID=9
DT=0.0 L=600
NS=0 SLOPE=0.001332 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=3 CODE=1
*
*S BASE FLOW CORRECTION
*
MODIFY TIME ID=3 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
*
*S AREAS 8.1W TO 11.1AW ROUTED DOWN CANAL TO NEXT AP WITH BASE FLOW
*S CORRECTED TO 38 CFS MIN.
*
PRINT HYD ID=3 CODE=1
*
**** SUB-BASIN 11.2E ****
*
* FLOW FROM SUB-BASIN 11.2E ENTER THE CBC DIRECTLY THROUGH STORM DRAIN
*S INCLUDES SECTION OF COORS AND PASEO DEL NORTE
*
COMPUTE NM HYD ID=7 HYD NO=11.2E-325
DA=0.02769 SQUARE MI
A=0
B=10
C=0
D=90
TP=0.1333 HR MASSRAIN=-1
*
PRINT HYD ID=7 CODE=0
*
*** ADD 11.2E TO CANAL FLOW. ***
*
ADD HYD ID=5 HYD NO=326 ID=3 ID=7
*
* FLOWS FROM 8.1W TO 11.2E IN CANAL.
*
PRINT HYD ID=5 CODE=0
*
**** SUB-BASIN 12.1W ****
*
*S EAGLE RIDGE APARTMENT COMPLEX/UPPER HALF THAT DRAINS DIRECTLY
*S TO THE CORRALES MAIN CANAL VIA FUTURE STORM DRAIN
* SOURCE: ISAACSON & ARFMAN EAGLE RIDGE APARTMENTS DRAINAGE PLAN
*
COMPUTE NM HYD ID=3 HYD NO=12.1W
DA=0.04399 SQ MI
A=0
B=42
C=0
D=58
TP=0.1333 MASSRAIN=-1
PRINT HYD ID=3 CODE=1
*
*S ROUTE FLOW FROM 12.1W THROUGH FUTURE DETENTION POND **
* ROUTING RESERVOIR WITH 21" ORIFACE
ROUTE RESERVOIR ID=9 HYD NO=12.1W.RES INFLOW=3 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 0
4 0.59 1.0
9 1.29 2.0
12 2.41 2.5
*
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 0
*S 4 0.59 1.0
*S 9 1.29 2.0
*S 12 2.41 2.5
*
*S ROUTE FLOW IN CANAL TO AREA 12.1AW DISCHARGE POINT. **
* ROUTE FROM STA 643+33.62 TO 650+83.62
* SOURCE:SCANLON & ASSOCIATES, NORTH COORS DRAINAGE CONST PLANS
*
COMPUTE RATING CURVE ID=1 VS NO=12.1 NO SEGS=1
MIN ELEV=4985.30 MAX ELEV=4995.14
CH SLOPE=0.0003 FP SLOPE=0.0003
N=0.045 DIST=86
DIST ELEV
0 4993.58
12 4993.00
35 4985.55
45 4985.30
72 4993.10
86 4995.14
ROUTE MCUNGE ID=10 HYD NO=19 INFLOW ID=5 DT=0.0 HR
LENGTH=750 NS=0 SLOPE=0.0003
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=10 CODE=1
*
*S BASE FLOW CORRECTION
*
MODIFY TIME ID=10 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
*
*** ADD AREA 12.1AW TO CANAL FLOW ***
*
ADD HYD ID=11 HYD NO=12.1W.1 ID=10 ID=9
**** SUB-BASIN 12.2W ****
*
*S EAGLE RIDGE APARTMENT COMPLEX/LOWER HALF THAT
*S DRAINS TO THE SWALE ALONG COORS BOULEVARD
* SOURCE: ISAACSON & ARFMAN EAGLE RIDGE APARTMENTS DRAINAGE PLAN
*
COMPUTE NM HYD ID=1 HYD NO=12.2W
DA=0.00691 SQ MI
A=0
B=42
C=0
D=58
TP=0.1333 HR MASSRAIN=-1
*
PRINT HYD ID=1 CODE=0
*
*S DIVIDE HYD NO BY ALLOWABLE DISCHARGE SWALE ALONG COORS **
*S HYD NO 603.01 IS THE Q THAT REACHES THE SWALE
*
DIVIDE HYD INFLOW ID=1 Q=20 ID I=5 HYD NO=12.2W.1
ID II=31 HYD NO=OLF.7
PRINT HYD ID=5 CODE=1
PRINT HYD ID=31 CODE=1
*
*S ROUTE THE FLOW LEAVING THE LOWER HALF OF THE EAGLE RIDGE APARTMENT
*S SITE THROUGH A NATURAL SWALE THAT FLOWS SOUTH ALONG THE WEST
*S SIDE OF COORS BOULEVARD.
*
COMPUTE RATING CURVE CID=1 VS NO=1 NO SEGS=1
MIN ELEV=100 MAX ELEV=105
CH SLOPE=0.005 FP SLOPE=0.005
N=0.030 DIST=16.0
DIST ELEV
0.0 105.0
3.0 100.0
13.0 100.0
16.0 105.0
ROUTE MCUNGE ID=8 HYD NO=12.2W.2 INFLOW ID=5
DT=0.0 L=500 FT
NS=0 SLOPE=0.005 MATCODE=0
REGCODE=0 CCODE=0
PRINT HYD ID=8 CODE=1
*
*S ROUTE FLOW DOWN CANAL TO AREA 12.3 DISCHARGE POINT. **
* ROUTE FROM STA 650+83.62 TO 660+70
* SOURCE:SCANLON & ASSOCIATES, NORTH COORS DRAINAGE & OUTLET CONST PLANS
*
COMPUTE RATING CURVE ID=1 VS NO=12.4 NO SEGS=1
MIN ELEV=4985.30 MAX ELEV=4995.14
CH SLOPE=0.0003 FP SLOPE=0.0003
N=0.045 DIST=86
DIST ELEV
0 4993.58
12 4993.00
35 4985.55
45 4985.30
72 4993.10
86 4995.14
ROUTE MCUNGE ID=9 HYD NO=22 INFLOW ID=11 DT=0.0 HR
LENGTH=986 NS=0 SLOPE=0.0003
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=9 CODE=1
*
*S BASE FLOW CORRECTION.
*
MODIFY TIME ID=9 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
*
* AREAS 8.1W TO 12.1W ROUTED DOWN CANAL WITH CORRECTED BASE FLOW.
*
PRINT HYD ID=9 CODE=1
*
*** ADD FLOW FROM AREA 12.1W TO CANAL ***
*
ADD HYD ID=12 HYD NO=12.1W.3 ID=8 ID=9
*
**** SUB-BASIN 12.3E ****
*
COMPUTE NM HYD ID=1 HYD NO=12.3E
DA=0.02616 SQ MI
A=0
B=25
C=0
D=75
TP=0.140 HR MASSRAIN=-1
*
PRINT HYD ID=1 CODE=0
*
*S FLOW FROM 12.3E ENTERS FUTURE DETENTION BASIN
*S ROUTING RESERVOIR WITH 15" DIAMETER ORIFACE
*
ROUTE RESERVOIR ID=15 HYD NO=12.3E.RES INFLOW=1 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 100
3 0.39 101
6 0.77 102
7 1.16 103
10 1.54 104
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 100
*S 3 0.39 101
*S 6 0.77 102
*S 7 1.16 103
*S 10 1.54 104
*
*** ADD AREA 12.3E TO CANAL FLOW. ***
*
ADD HYD ID=2 HYD NO=330 ID=15 ID=12
*
* FLOWS FROM AREA 8.1W TO 12.3E IN CANAL.
*
PRINT HYD ID=2 CODE=1
*
*S ROUTE FLOW IN CANAL FROM 8.1W TO 12.3E TO AREA 13 DISCHARGE POINT.**
*
COMPUTE RATING CURVE ID=1 VS NO=12.3 NO SEGS=1
MIN ELEV=4985.50 MAX ELEV=4993.2
CH SLOPE=0.0003 FP SLOPE=0.0003
N=0.045 DIST=85
DIST ELEV
0 4993.20
15 4993.00
38 4986.10
51 4985.50
74 4993.00
85 4993.10
ROUTE MCUNGE ID=5 HYD NO=23 INFLOW ID=2 DT=0.0 HR
LENGTH=642 NS=0 SLOPE=0.0003
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=5 CODE=0
*
* BASE FLOW CORRECTION.
*
MODIFY TIME ID=5 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
*
* AREAS 8.1W TO 12.3E ROUTED DOWN CANAL WITH BASE FLOW CORRECTED.
*
PRINT HYD ID=5 CODE=0
*
**** SUB-BASIN 13.1W ****
*
*S FUTURE COMMERCIAL AREA
*
COMPUTE NM HYD ID=10 HYD NO=13.1W
DA=0.0102 SQ MI
A=25
B=20
C=0
D=55
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=10 CODE=0
*
*S FLOW FROM 13.1W ENTERS FUTURE DETENTION BASIN
*S ROUTING RESERVOIR WITH 15" DIAMETER ORIFACE
*
ROUTE RESERVOIR ID=11 HYD NO=13.1W.RES INFLOW=10 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0 0 100
2.6 0.1 101
6.0 0.2 102
8.0 0.3 103
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 100
*S 2.6 0.1 101
*S 6.0 0.2 102
*S 8.0 0.3 103
*
* AREA 13.1W ROUTED THROUGH DETENTION BASIN.
*
PRINT HYD ID=11 CODE=0
**** SUB-BASIN 13.2E ****
*
*S BOSQUE DEL PUEBLO COMMERCIAL AREA
* SOURCE: GREINER ENGINEERING, BOSQUE DEL PUEBLO DRAINAGE REPORT
*
COMPUTE NM HYD ID=1 HYD NO=13.2E-332
DA=0.0148 SQ MI
A=15
B=15
C=0
D=70
TP=0.1333 HR MASSRAIN=-1
PRINT HYD ID=1 CODE=0
*
* AREA 13.2E. ENTERS MAIN CANAL AT THIS POINT.
* ********** SIDE INLET DESIGN Q **********
*
PRINT HYD ID=1 CODE=0
*
*** ADD AREA 13.1W TO 13.2E ***
*
ADD HYD ID=12 HYD NO=333 ID=1 ID=11
*
**** ADD AREAS 13.1W AND 13.2E TO CANAL FLOW ***
*
ADD HYD ID=2 HYD NO=334 ID=5 ID=12
*
* AREA 13.2E AND 13.1W ADDED INTO CANAL. FLOW FROM AREAS 8.1W TO
* 13.2E IN CANAL.
*
PRINT HYD ID=2 CODE=0
*
**** SUB-BASIN 14.1W ****
*
*S SUB-BASIN 14.1W
*S ALBAN HILLS
*
COMPUTE NM HYD ID=3 HYD NO=14.1W-335
DA=0.05117 SQ MI
A=60
B=10
C=15
D=15
TP=0.1333 HR MASSRAIN=-1
*
* AREA 14.1W RUNOFF HYDROGRAPH
*
PRINT HYD ID=3 CODE=0
*
** ROUTE 14.1W DOWN SECONDARY CHANNEL TO CANAL. **
*
COMPUTE RATING CURVE ID=1 VS NO=14.1 NO SEGS=3
MIN ELEV=100 MAX ELEV=104
CH SLOPE=0.0250 FP SLOPE=0.0250
N=0.045 DIST=10
N=-0.040 DIST=40
N=0.045 DIST=160
DIST ELEV DIST ELEV DIST ELEV
0 104.0 10.0 102.0 20 100.0
40 102.0 160 104.0
ROUTE MCUNGE ID=5 HYD NO=25 INFLOW ID=3 DT=0.0 HR
LENGTH=400.0 NS=0 SLOPE=0.025
MATCODE=0 REGCODE=0 CCODE=0
*
* AREA 14.1W ROUTED DOWN SECONDARY CHANNEL.
*
PRINT HYD ID=5 CODE=0
*
*S ROUTE 8.1W TO 13.2E DOWN CANAL TO AREA 14 DISCHARGE POINT. **
* ROUTE FROM STA 667+12 TO 672+19
* SOURCE:SCANLON & ASSOCIATES, NORTH COORS DRAINAGE AND OUTLET CONST PLANS
*
COMPUTE RATING CURVE ID=1 VS NO=13.2 NO SEGS=1
MIN ELEV=4986 MAX ELEV=4994.32
CH SLOPE=0.0003 FP SLOPE=0.0003
N=0.045 DIST=83
DIST ELEV
0 4994.32
4 4993.20
16 4993.00
39 4986.00
48 4986.00
73 4993.20
83 4994.00
ROUTE MCUNGE ID=10 HYD NO=26 INFLOW ID=2 DT=0.0 HR
LENGTH=640.0 NS=0 SLOPE=0.0003
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=10 CODE=0
*
* BASE FLOW CORRECTION.
*
MODIFY TIME ID=10 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
*
* AREA 8.1W TO 13.2E ROUTED DOWN TO AREA 14 DISCHARGE POINT WITH BASE
* FLOW CORRECTED.
*
PRINT HYD ID=10 CODE=0
*
*** ADD AREA 14.1W TO CANAL FLOW. ***
*
ADD HYD ID=2 HYD NO=338 ID=5 ID=10
*
* FLOW FROM 8.1W TO 14.2E IN CANAL.
*
PRINT HYD ID=2 CODE=0
*
*S ROUTE AREA 8.1W TO 14.1W DOWN CANAL TO AREA 15 DISCHARGE POINT. **
* ROUTE FROM STA 672+19 TO 680+12
* SOURCE:SCANLON & ASSOCIATE, NORTH COORS DRAINAGE AND OUTLET CONST. PLANS
*
COMPUTE RATING CURVE ID=1 VS NO=13.2 NO SEGS=1
MIN ELEV=4985 MAX ELEV=4997.10
CH SLOPE=0.0003 FP SLOPE=0.0003
N=0.040 DIST=58
DIST ELEV
0 4994.00
14 4992.80
27 4985.00
36 4985.00
42 4988.50
54 4997.00
58 4997.10
ROUTE MCUNGE ID=7 HYD NO=27 INFLOW ID=2 DT=0.0 HR
LENGTH=793 NS=0 SLOPE=0.0003
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=7 CODE=0
*
* BASE FLOW CORRECTION.
*
MODIFY TIME ID=7 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
*
*S AREA 8.1W TO 14.2E ROUTED DOWN CANAL TO AREA 15 DISCH. POINT WITH
*S BASE FLOW CORRECTED.
*
PRINT HYD ID=7 CODE=0
*
**** SUB-BASIN 15.1W ****
*
COMPUTE NM HYD ID=3 HYD NO=15.1W
DA=0.0256 SQ MI
A=67
B=10
C=15
D=8
TP=0.1333 HR MASSRAIN=-1
*
* AREA 15.1W COMPOSITE RUNOFF HYDROGRAPH. ENTERS SECONDARY CHANNEL.
*
PRINT HYD ID=3 CODE=0
*
** ROUTE AREA 15.1W DOWN SECONDARY CHANNEL TO CANAL. **
*
COMPUTE RATING CURVE ID=1 VS NO=15.1 NO SEGS=3
MIN ELEV=100.0 MAX ELEV=103.0
CH SLOPE=0.016 FP SLOPE=0.016
N=0.045 DIST=70.0
N=-0.040 DIST=110.0
N=0.045 DIST=260
DIST ELEV DIST ELEV DIST ELEV
0 103.0 70 101.0 90 100.0
110 101.0 260 103.0
ROUTE MCUNGE ID=10 HYD NO=28 INFLOW ID=3 DT=0.0 HR
LENGTH=525.0 NS=0 SLOPE=0.016
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=10 CODE=0
*
**** SUB-BASIN 15.2W ****
*
*S SUB-BASIN 15.2W
*S ALBAN HILLS
*
COMPUTE NM HYD ID=3 HYD NO=15.2W-340
DA=0.0638 SQ MI
A=67
B=10
C=15
D=8
TP=0.1333 HR MASSRAIN=-1
*
* AREA 15.2W COMPOSITE RUNOFF HYDROGRAPH. ENTERS SECONDARY CHANNEL.
*
PRINT HYD ID=3 CODE=0
*
* ROUTE 15.2W DOWN SECONDARY CHANNEL TO CANAL.
*
COMPUTE RATING CURVE ID=1 VS NO=15.2 NO SEGS=3
MIN ELEV=100.0 MAX ELEV=102
CH SLOPE=0.0286 FP SLOPE=0.0286
N=0.045 DIST=50.0
N=-0.040 DIST=130.0
N=0.045 DIST=180.0
DIST ELEV DIST ELEV DIST ELEV
0 102.0 50 101.0 110 100.0
130 101.0 180 102.0
ROUTE MCUNGE ID=5 HYD NO=29 INFLOW ID=3 DT=0.0 HR
LENGTH=350.0 NS=0 SLOPE=0.0286
MATCODE=0 REGCODE=0 CCODE=0
*
* AREA 15.2W ROUTED DOWN SECONDARY CHANNEL.
*
PRINT HYD ID=5 CODE=0
*
*** ADD AREA 15.2W TO 15.1W. ***
*
ADD HYD ID=3 HYD NO=186 ID=10 ID=5
*
* AREA 15.1W ADDED TO 15.2W.
*
PRINT HYD ID=3 CODE=0
*
**** SUB-BASIN 15.3E ****
*
*S SUB-BASIN 15.3E
*S FUTURE COMMERCIAL DEVELOPMENT
*
COMPUTE NM HYD ID=10 HYD NO=15.3E
DA=0.0123 SQ MI
A=0
B=25
C=0
D=75
TP=0.1333 HR MASSRAIN=-1
*
* AREA 15.3E COMPOSITE RUNOFF HYDROGAPH.
*
PRINT HYD ID=10 CODE=0
*
*S FLOW FROM 15.3E ENTERS FUTURE DETENTION BASIN
*S ROUTING RESERVOIR WITH 15" DIAMETER ORIFACE
*
*ROUTE RESERVOIR ID=40 HYD NO=15.3E.RES INFLOW=10 CODE=1
* OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
* 0 0 100
* 3.5 0.03 101
* 10.0 0.10 102
* 15.0 0.19 103
* 20.0 0.31 104
*
* OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
* 0 0 100
* 3.5 0.03 101
* 10.0 0.10 102
* 15.0 0.19 103
* 20.0 0.31 104
*
*PRINT HYD ID=40 CODE=0
*
*** ADD 15.3E TO 15.1W AND 15.2W. ***
*
ADD HYD ID=5 HYD NO=342 ID=3 ID=10
*
* AREA 15.1W + 15.2W + 15.3E. ENTERS CANAL AT THIS POINT.
* ********** SIDE INLET DESIGN Q **********
*
PRINT HYD ID=5 CODE=0
*
*** ADD 15.1W, 15.2W AND 15.3E TO CANAL FLOW. ***
*
ADD HYD ID=10 HYD NO=343 ID=5 ID=7
*
* FLOW FROM 8.1W TO 15.3E IN CANAL.
*
PRINT HYD ID=10 CODE=0
*
**** SUB-BASIN 16.1W ****
*
*S SUB-BASIN 16.1W
*S ALBAN HILLS
*
COMPUTE NM HYD ID=3 HYD NO=16.1W
DA=0.0333 SQ MI
A=67
B=10
C=15
D=8
TP=0.1333 HR MASSRAIN=-1
*
* AREA 16.1W RUNOFF HYDROGRAPH.
*
PRINT HYD ID=3 CODE=0
*
**** SUB-BASIN 16.3NRTH ****
*
*S BOSQUE MEADOWS SUBDIVISION
* SOURCE: TIERRA WEST DEVELOPMENT
* NOTE:CONTAINS BASINS 116.31, 116.32, 101.10, 115.31, 115.32, 101.20
COMPUTE NM HYD ID=1 HYD NO=16.3NRTH
DA=0.01565 SQ MI
A=0
B=52
C=4
D=44
TP=0.1333 HR MASSRAIN=-1
*
PRINT HYD ID=1 CODE=1
*
ADD HYD ID=30 HYD NO=16.3N.1 ID=1 ID=3
PRINT HYD ID=30 CODE=1
*
*S ROUTE 16.1W AND 16.3NRTH THROUGH FUTURE DETENTION POND
* ROUTING RESERVOIR WITH 27" DIAMETER ORIFACE
*
* ROUTE RESERVOIR ID=31 HYD NO=16.3N.RES INFLOW=30 CODE=1
* OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
* 0 0 100
* 5 0.60 101
* 13 1.10 102
* 25 1.59 103
*
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 100
*S 5 0.60 101
*S 13 1.10 102
*S 25 1.59 103
*
*PRINT HYD ID=31 CODE=1
*
*S ROUTE AREA 8.1W TO 15.3W DOWN CANAL TO BUSHEL ROAD DISCHARGE POINT. **
* ROUTE FROM STA 680+12 TO 689+62
* SOURCE:SCANLON & ASSOCIATE, NORTH COORS DRAINAGE AND OUTLET CONST. PLANS
*
COMPUTE RATING CURVE ID=1 VS NO=13.2 NO SEGS=1
MIN ELEV=4985 MAX ELEV=4997.10
CH SLOPE=0.0003 FP SLOPE=0.0003
N=0.040 DIST=58
DIST ELEV
0 4994.00
14 4992.80
27 4985.00
36 4985.00
42 4988.50
54 4997.00
58 4997.10
ROUTE MCUNGE ID=32 HYD NO=27.1 INFLOW ID=10 DT=0.0 HR
LENGTH=950 NS=0 SLOPE=0.0003
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=32 CODE=0
*
* BASE FLOW CORRECTION.
*
MODIFY TIME ID=32 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
*
ADD HYD ID=33 HYD NO=16.3N.1 ID=32 ID=30
PRINT HYD ID=33 CODE=1
*
**** SUB-BASIN 16.2W ****
*
*S SUB-BASIN 16.2W
*S ALBAN HILLS
*
COMPUTE NM HYD ID=3 HYD NO=16.2W
DA=0.0665 SQ MI
A=67
B=10
C=15
D=8
TP=0.1333 HR MASSRAIN=-1
*
PRINT HYD ID=3 CODE=1
*
**** SUB-BASIN 16.3E ****
*
*S FUTURE RESIDENTIAL DEVELOPMENT
*
COMPUTE NM HYD ID=5 HYD NO=16.3E
DA=0.0112 SQ MI
A=0
B=20
C=20
D=60
TP=0.1333 HR MASSRAIN=-1
*
* AREA 16.3E RUNOFF HYDROGRAPH
*
PRINT HYD ID=5 CODE=1
*
*S FUTURE DETENTION POND AT BASIN 16.3E
*S ROUTING RESERVOIR WITH 18" DIAMETER ORIFACE
*
*ROUTE RESERVOIR ID=38 HYD NO=16.3E.RES INFLOW=5 CODE=1
* OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
* 0 0 100
* 3 0.35 101
* 8 0.82 102
*
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 100
*S 3 0.35 101
*S 8 0.82 102
*
*PRINT HYD ID=38 CODE=1
*
**** SUB-BASIN 16.3STH ****
*
*S BOSQUE MEADOWS SUBDIVISION
* SOURCE: TIERRA WEST DEVELOPMENT
* NOTE:CONTAINS BASINS 100.6, 100.5, 100.4, 100.3, 100.1, 100.2, 116.33,
* 116.34, 100.7
*
COMPUTE NM HYD ID=1 HYD NO=16.3STH
DA=0.031221 SQ MI
A=0
B=23.7
C=16.5
D=59.8
TP=0.1333 HR MASSRAIN=-1
*
PRINT HYD ID=1 CODE=1
*
ADD HYD ID=34 HYD NO=16.3STH.1 ID=1 ID=3
PRINT HYD ID=34 CODE=1
*
*S ROUTE 16.2 AND 16.3STH THROUGH FUTURE DETENTION POND @ BOSQUE MEADOWS
*
ROUTE RESERVOIR ID=35 HYD NO=16.3STH.RES INFLOW=34 CODE=1
OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
0.00 0.00000 4988.58
18.53 0.01074 4991.08
20.96 0.01407 4991.50
23.53 0.32155 4992.00
25.85 0.62903 4992.50
27.97 0.93650 4993.00
29.95 1.24398 4993.50
31.80 1.55145 4994.00
33.55 1.85893 4994.50
35.22 2.16641 4995.00
35.60 2.47388 4995.50
*
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0.00 0.00000 4988.58
*S 18.53 0.01074 4991.08
*S 20.96 0.01407 4991.50
*S 23.53 0.32155 4992.00
*S 25.85 0.62903 4992.50
*S 27.97 0.93650 4993.00
*S 29.95 1.24398 4993.50
*S 31.80 1.55145 4994.00
*S 33.55 1.85893 4994.50
*S 35.22 2.16641 4995.00
*S 35.60 2.47388 4995.50
*
PRINT HYD ID=35 CODE=1
*
ADD HYD ID=36 HYD NO=16.3STH.2 ID=35 ID=5
PRINT HYD ID=36 CODE=1
*
**** SUB-BASIN 17.1 ****
*
COMPUTE NM HYD ID=3 HYD NO=17.1W
DA=0.0103 SQ MI
A=73
B=10
C=10
D=7
TP=0.1333 HR MASSRAIN=-1
*
PRINT HYD ID=3 CODE=0
*
***** SUB-BASIN 17.4E ****
*
* COORS 8-PAC SITE
* SOURCE: TIERRA WEST DEVELOPMENT
* NOTE: CONTAINS BASINS 117.42, 117.41, 117.43, 117.44, 117.45
*
COMPUTE NM HYD ID=1 HYD NO=17.4E
DA=0.03843 SQ MI
A=0
B=37.1
C=0
D=62.9
TP=0.1333 HR MASSRAIN=-1
*
PRINT HYD ID=1 CODE=1
*
ADD HYD ID=37 HYD NO=17.4E.1 ID=1 ID=3
PRINT HYD ID=37 CODE=1
*
*S FUTURE DETENTION POND AT COORS 8-PAC SITE
*S ROUTING RESERVOIR WITH 48" DIAMETER ORIFACE
*
*ROUTE RESERVOIR ID=21 HYD NO=17.4E.RES INFLOW=37 CODE=1
* OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
* 0 0 100
* 15 0.20 101
* 21 0.60 102
* 43 1.05 103
* 70 1.20 103.8
*
*S OUTFLOW(CFS) STORAGE(AC-FT) ELEV(FT)
*S 0 0 100
*S 15 0.20 101
*S 21 0.60 102
*S 43 1.05 103
*S 70 1.20 103.8
*S
*
*S ROUTE 8.1W TO 16.2NRTH FROM BUSHEL ROAD DOWN CANAL TO FINAL DISCHARGE POINT.
* ROUTE FROM STA 689+62 TO 705+62
* SOURCE:SCANLON & ASSOCIATES, NORTH COORS DRAINAGE AND OUTLET CONSTRUCTION PLANS
*
COMPUTE RATING CURVE ID=1 VS NO=16.3 NO SEGS=1
MIN ELEV=4984 MAX ELEV=4993.10
CH SLOPE=0.00032 FP SLOPE=0.00032
N=0.045 DIST=73
DIST ELEV
0 4992.20
12 4991.90
27 4984.00
40 4984.00
56 4991.90
73 4993.10
ROUTE MCUNGE ID=5 HYD NO=32 INFLOW ID=33 DT=0.0 HR
LENGTH=1600 NS=0 SLOPE=0.00032
MATCODE=0 REGCODE=0 CCODE=0
PRINT HYD ID=5 CODE=0
*
* BASE FLOW CORRECTION.
*
MODIFY TIME ID=5 TIME SHIFT=0.0001 BASE FLOW=-38 CFS
*
*
PRINT HYD ID=5 CODE=0
*
*** ADD 16.2W,16.3NRTH TO CANAL FLOW. ***
*
ADD HYD ID=40 HYD NO=348 ID=5 ID=36
*
* FLOWS FROM 8.1W TO 16.3NRTH IN CANAL.
*
PRINT HYD ID=40 CODE=0
*
*** ADD AREA 17.4E, 17.1W TO CANAL ***
*
ADD HYD ID=41 HYD NO=353 ID=37 ID=40
*
* MIDDLE AREA HYDROGRAPH, AREAS 8.1W TO 17.4E. DESIGN FLOW AT
* LA ORILLA OUTLET.
*
PRINT HYD ID=41 CODE=0
PLOT HYD ID=41
*
* THIS HYDROGRAPH GOES TO THE RIVERSIDE DRAIN & TO THE RIO
* GRANDE BYPASS
*
FINISH