- for water resources engineering models
WASP (N/A)
This example shows how much more powerful a computer model is - the textbook exercise is very arduous, yet as a model application we cannot resist adding interesting processes.
.INP file mostly fits McGhee's example but I have added a tank to set the head at A and shown how a pump can be simulated by a pipe with a constant supply, and added daily flow variations
[TITLE] EPANET Example 7.1 [JUNCTIONS] ;-------------------- ; Elev Demand Demand ; ID m L/s Pattern ;-------------------- 10 100 37 1 12 100 42 1 13 100 33 1 14 100 0 15 100 233 3 16 100 38 1 17 100 8 1 18 100 25 1 19 70 -200 2 [TANKS] ;----------------------------------------------- ;ID ELEV INIT MIN MAX DIA ;----------------------------------- 11 150 9 0 11 32 [PIPES] ;------------------------------------------------ ; Start End Length Diam Rough. ;ID Node Node m mm Coeff. ;------------------------------------------------ 10 10 11 1000 305 .15 11 10 12 1000 305 .15 12 12 13 1100 250 .15 13 11 13 1250 405 .15 14 12 15 1250 305 .15 15 15 16 1100 305 .15 16 13 14 400 355 .15 17 14 16 600 355 .15 18 13 17 500 200 .15 19 17 18 400 200 .15 20 14 18 500 200 .15 21 19 11 50 1000 .01 ;----------------------- ; add a pump ;[PUMPS] ;21 19 11 60 400 ;----------------------- ; add a time flow variation [PATTERNS] 1 0.6 0.5 0.4 0.5 0.8 1.3 1 1.7 1.7 1.5 1.3 0.9 0.8 ; pump constantly on 2 1. 1. 1. 1. 1. 1. 2 1. 1. 1. 1. 1. 1. 3 0 0 0 1 1 0 3 0 0 0 0 0 0 [TIMES] DURATION 24 ;24 hr simulation PATTERN TIMESTEP 2 ;2 hr timestep ;----------------------- [OPTIONS] ;---------------------------------------------- UNITS SI HEADLOSS D-W MAP Net7-1.map ; Map coordinates file [END]
.MAP file just cooked up by W James to help present results
[COORDINATES] ;Nodal Coordinates for EPANET Example 7.1 from McGhee p.145 10 10 60 11 20 60 12 10 40 13 20 40 14 20 30 15 10 10 16 20 10 17 25 40 18 25 30 19 35 60 ;added for pump [LABELS] 20 60 "Tank" 11 27 60 "Pump" 19 ;pump added
SWMM-TRANSPORT
On pp 348-352 in McGhee, an example sanitary sewer design layout is provided. I have started to build an equivalent stand-alone SWMM-TRANSPORT input datafile here, but have only included the first 5 pipes or so, at least so far. For each pipe, I have had to cook up diameters, slopes, and roughnesses.
The first file illustrates how a simple datafile can be built to include a local hydrograph entered in R1 lines (DWF flow variations shown in next file).
removed 1998-03-22
Following illustrates inputting DWF, and its daily and weekly flow variations.
$TRANSPORT A1 ' Example 16-1 p 348; 1st 5 pipes only. ' A1 ' McGhee textbook Flo Var Ex 16-1 p 348 ' * set NINPUT = 1 for inputting a design hydrograph for stormsewer sizing * set metric off as it does not work for DWF * do not use R1 lines as they do not work for more than 1 manhole * print out not more often than hourly to save paper * NDT NINPUT NNYN NNPE NOUTS NPRINT NPOLL NITER IDATEZ METRIC INTPRT B1 10080 0 0 1 1 1 0 4 980316 0 60 * DT EPSIL DWDAYS TZERO GNU TRIBA B2 60.0 0.0001 0.0 0.0 0.00001 75 * NCNTRL NINFIL NFILTH NDESN * NDESN was originally used to get the diameters B3 1 1 1 1 * FLOW ROUTING FOR NEW SHAPES - none used, but lines required anyway * NKLASS KPRINT C1 0 0 * SEWER ELEMENT DATA * adding constant flows in manholes 18, 19 * NOE NUE(1) NUE(2) NUE(3) NTYPE DIST GEOM1 SLOPE ROUGH GEOM2 BARREL GEOM3 E1 1 18 0 0 1 295 0.5 5 .014 0 0 0 E1 2 19 0 0 1 295 0.5 5 .014 0 0 0 E1 3 20 0 0 1 279 0.5 5 .014 0 0 0 E1 4 21 0 0 1 394 0.5 5 .014 0 0 0 E1 5 22 0 0 1 285 0.5 5 .014 0 0 0 E1 18 0 0 0 19 0.01 0 0 0 0 0 0 E1 19 1 0 0 19 0.01 0 0 0 0 0 0 E1 20 2 0 0 19 0 0 0 0 0 0 0 E1 21 3 0 0 19 0 0 0 0 0 0 0 E1 22 4 0 0 19 0 0 0 0 0 0 0 E1 17 5 0 0 19 0 0 0 0 0 0 0 * * Non-conduit element transfer to interface file * Element H1 17 * Hydrograph input in R1 for manhole 18 commented out * Element *I1 18 * LIST OF EXTERNAL NON-CONDUIT ELEMENT NUMBERS FOR WHICH INPUT HYDROGRAPHS ARE PRINTED *J1 1 25 * LIST OR EXTERNAL NON-CONDUIT ELEMENT NUMBERS FOR WHICH OUTPUT HYDROGRAPHS ARE PRINTED * print last outlet only to save output J2 17 * use a base infiltration inflow of 0.07 CFS, to be proportioned among all pipes * DINFIL GINFIL RINFIL RSMAX CPINF(1) CPINF(2) CPINF(3) CPINF(4) K1 0.01 0.0 0.0 2.888 0 0 0 0 * following line required even if GINFIL, RINFIL = 0 * JANUARY TO DECEMBER DEGREE DAYS K2 1414 1264 1093 661 327 112 29 55 225 557 836 1231 * SUNDAY TO SATURDAY FLOW CORRECTIONS L1 .9 1.0 1.1 1. 1.1 .9 1.0 * the coefs average is 1.0 * CORRECT DAILY AVERAGE SEWAGE FLOW TO HOURLY FLOWS (MIDNIGHT TO MIDNIGHT) M1 .6 .6 .5 .5 .4 .4 .5 .5 .8 .8 1.3 1.3 1.7 1.7 1.7 1.7 1.5 1.5 1.3 1.3 .9 .9 .8 .8 * in what follows I am placing flows in all manholes * assume that "process flows" in the documentation means observed sewage flows from industries * KASE=2 means that we are estimating mean DWF flows for each and every manhole in Q1 below * KTNUM KASE NPF KDAY CPI CCCI POPULA N1 6 2 0 1 0 0 0 * following data is required for KASE=1 even for NPOLL = 0 * ADWF ABOD ASUSO ACOLI *O1 4.0 0. 0. 0. * TOTA TINA TCA TRHA TRAA TRLA TRGGA TPOA *O2 200. 0 10 0. 160.0 10 0. 20 * INPUT QPF BODPF SUSPF *P1 1 0.102 300. 200. *P1 58 0.1 300. 200. * in the following you must input average DWF or SEWAGE into each manhole * in our case, last 7 parameters are not used *KNUM : Subarea number. *INPUT : External number of the junction/node/manhole into which * flow is assumed to enter for subareas KNUM * (Maximum value = 0,000, minumum value = 1). *KLAND : Predominant land use within subarea * = 1, single family residential * = 2, multi-family residential * = 3, commercial * = 4, industrial * = 5, undeveloped or park lands *METHOD : Parameter indicating whether or not water * usage within subarea is metered (data * availability irrelevant). * = 1, metered water use * = 2, incomplete or no metering *KUNIT : Parameter indicating units in which water * usage estimates (WATER) are tabulated * = 0, thousand gal/mo. [10 cu.m/mo.] * = 1, thousand cu.ft./mo. [10 cu.m/mo.] *MSUBT : Subtotal printed after each subarea? * = 0, No * = 1, Yes *SAG : TColi contributed from industrial process * flow originating within subarea KNUM, mg/l *SAB : BOD contributed from industrial process * flow originating within subarea KNUM, mg/l *SAS : SS contributed from industrial process * flow originating within subarea KNUM, mg/l *Several of the following parameters are optional. See manual, and Note 2 below. *WATER : Measured winter water use for subarea * KNUM in the units specified by KUNIT * within subarea KNUM, cfs [m3/s] *PRICE : Cost of the last thousand gal [10 m3] * of water per billing period for * an average consumer within subarea * KNUM, cents/1000 gal [cents/10 m3] *SEWAGE : Measures average sewage flow from * entire subarea KNUM, cfs [m3/s] * but not including process flows (SAQPF) *ASUB : Total area within subarea KNUM, acres [ha]. *The next six parameters are not required if KLAND > 2.. *POPDEN : Population density within subarea * KNUM, persons/acre [pers/ha] *DWLNGS : Total number of dwelling units * within subarea KNUM. *FAMILY : Number of people living in average * dwelling unit within subarea KNUM. *VALUE : Market value of average dwelling unit * within subarea KNUM, thousands of dollars. *PCGG : Percentage of dwelling units possessing * garbage grinders within subarea KNUM. *XINCOM : Income of average family living within * subarea KNUM, thousands of dollars per year. *Note 1: KNUM is always a numeric ID, even when using alphanumeric names ($ANUM). *(However, INPUT will be a name in quotes when using $ANUM.) *Note 2: input variables after SEWAGE can be zeroed out for DWF design for example: *Q1 101 1 1 2 1 1 0 0 0 0.56 0 0 0 0 0 0 * KNUM INP KLA MET KUN MSU SAG SAB SAS WATER PRICE SEWAG ASUB POP DWLNGS FAM VALUE PCGG XINC Q1 17 17 1 2 1 1 0 0 0 0.1 40. 0.1 30. 10. 50 4 20.0 0 15. Q1 18 18 1 2 1 1 0 0 0 0.2 40. 0.2 30. 10. 50 4 20.0 0 15. Q1 19 19 1 2 1 1 0 0 0 0.3 40. 0.3 30. 10. 50 4 20.0 0 15. Q1 20 20 1 2 1 1 0 0 0 0.4 40. 0.4 30. 10. 50 4 20.0 0 15. Q1 21 21 1 2 1 1 0 0 0 0.5 40. 0.5 30. 10. 50 4 20.0 0 15. Q1 22 22 1 2 1 1 0 0 0 0.6 40. 0.6 30. 10. 50 4 20.0 0 15. * Local input e.g. use this when sizing stormsewers using design hydrographs *R1 0.0 0.0 *R1 9.0 0.0 *R1 10.0 0.02 *R1 20.0 0.02 *R1 21.0 0.0 *R1 168.0 0.0 $ENDPROGRAM
SWMM-TRANSPORT with the works - removed 1998-03-22
This is the same example as above, but I have added design option, local hydrograph input on R1 lines, infiltration and DWFs.
SWMM-RUNOFF
This is the worked example in McGhee, pp353-358. See Fig 16-8 and Table 16-3. This is only the first 4 pipes.
$RUNOFF A1 'Simple example application of RUNOFF for stormwater design.' A2 'McGhee, WATER SUPPLY AND SEWERAGE, Fig 16-8 p 354-358.' * METRIC ISNOW NRGAG INFILM KWALTY IVAP NHR NMN NDAY MONTH IYRSTR B1 1 0 1 1 0 0 15 00 22 03 98 * IPRN(1) IPRN(2) IPRN(3) B2 0 1 0 * WET WETDRY DRY LUNIT LONG B3 60. 120. 3600. 1 60.0 * read rain data on E1 lines * ROPT D1 0 * KTYPE KINC KPRINT KTHIS KTIME KPREP NHISTO THISTO TZRAIN E1 0 10 0 0 0 0 10 5.0 900.0 E3 4 4 4 12 9 6 14 14 3 .00 * NAMEG NGTO NPG GWIDTH GLEN G3 GS1 GS2 G6 DFULL GDEPTH G1 1 2 2 .38 87 .0077 0 0 .014 0 0 G1 2 3 2 .53 87 .0070 0 0 .014 0 0 G1 3 4 2 .61 87 .0074 0 0 .014 0 0 G1 4 5 2 .84 140 .0011 0 0 .014 0 0 * JK NAMEW NGTO WIDTH WAREA WW3 WW4 WW5 WW6 WW7 WW8 WW9 WW10 WW11 H1 1 101 1 278. 1.32 30.0 0.061 .02 0.3 3 10 50 125 .4 H1 1 102 2 81. 1.32 30.0 0.051 .02 0.3 3 10 50 125 .4 H1 1 103 3 54. 1.32 30.0 0.042 .02 0.3 3 10 50 125 .4 H1 1 104 4 69. 0.54 30.0 0.041 .02 0.3 3 10 50 125 .4 H1 1 105 5 60. 0.67 30.0 0.034 .02 0.3 3 10 50 125 .4 M1 1 1 M2 1 0 0 0 0 0 0 0 0 0 0 M3 1 5 $ENDPROGRAM
SWMM-STORAGE
This is just a sample STORAGE input datafile choosing a pond called "wetland" linked to the above RUNOFF file.
$STORAGE A1 'example of storage design using textbook examples.' A1 'hooks up with McGhee Ex 16-3 p 356' * NOTAPE JNS NDT DS NU NP ICOST METRIC SAREA B1 0 5 120 60 1 0 0 1 75. * IDATE TIME ISUM IDET NPR C1 980322 15.00 0 1 1 * ISTART(1) IEND(1) C2 980322 980329 * EVAPORATION DATA D1 2 2 4 6 7 8 9 9 8 6 3 2 * IPOLL NDIM IPART PNAME PUNIT IPOLL NDIM IPART PNAME PUNIT IPOLL NDIM IPART PNAME PUNIT *E1 1 0 0 ' ' ' ' 2 0 0 ' ' ' ' 3 0 0 ' ' ' ' * F1 ' wetland ' * IDENT QMAX RESIDUAL FLOW IDIREC(1) IDIREC(2) IDIREC(3) F2 1 100. 0.01 200 100 200 * RMX *G1 1.0 * REMOVAL EQUATION VARIABLES *G2 0 0 1 0 0 0 0 0 0 0 0 * EQUATION 7-1 COEFFICIENTS *G3 0 0 -0.003028 0 0 0 0 0 0 0 0 0.45 -0.45 0.0 0.0 1.0 *G1 1.0 *G2 0 0 1 0 0 0 0 0 0 0 0 *G3 0 0 -0.003028 0 0 0 0 0 0 0 0 0.65 -0.65 0.0 0.0 1.0 *G1 1.0 *G2 0 0 1 0 0 0 0 0 0 0 0 *G3 0 0 -0.0020 0 0 0 0 0 0 0 0 0.80 -0.80 0.0 0.0 1.0 * PLUG FLOW ROUTING IS not BEING USED * IROUTE IOUT IDRAW IRES H1 1 0 0 0 * DEPTH AREA VOLUME TREATED OUTFLOW RESIDUAL FLOW H3 0.0 100. 0 0 0. H3 0.5 1000. 0 0.5 0.01 H3 1.0 2000. 0 0.8 0.02 H3 1.5 2500. 0 1.0 0.03 H3 2.0 3000. 0 1.1 0.04 H3 2.5 3500. 0 1.2 0.05 * C1 C2 C3 *H4 66.66 8. 1.5 * NPSL SLDEN SLDMAX *H7 2 20000. 1. * WARN PCO(1) PCO(2) PCO(3) H8 10. 0. 0. 0. $ENDPROGRAM
SWMM-RUNOFF, TRANS & STORAGE
This is a sample storm sewer design sequence, sizing of sewers and with downstream storage, using much of the above information in a sequence of 3 files. In the PCSWMM window they should be correctly linked to the relevant upstream objects.
$RUNOFF A1 'Simple example application of RUNOFF for stormwater design ver 2.' A2 'McGhee, WATER SUPPLY AND SEWERAGE, Fig 16-8 p 354-358.' * METRIC ISNOW NRGAG INFILM KWALTY IVAP NHR NMN NDAY MONTH IYRSTR B1 1 0 1 1 0 0 15 00 22 03 98 * IPRN(1) IPRN(2) IPRN(3) B2 0 1 0 * WET WETDRY DRY LUNIT LONG B3 60. 120. 3600. 1 60.0 * read rain data on E1 lines * ROPT D1 0 * KTYPE KINC KPRINT KTHIS KTIME KPREP NHISTO THISTO TZRAIN E1 0 10 0 0 0 0 12 5.0 900.0 * take the following as 1 hr 5-yr storm *E3 40.1 46.3 55.1 68.3 90.9 139.3 109.7 77.9 60.9 50.3 *E3 42.3 37.6 * take the following as 1 hr Ontario regional design storm E3 12.7 17.8 25.4 55.9 279.4 132.1 73.7 50.8 40.6 33.0 E3 25.4 22.9 * disconnecting all pipes writes all inlet h'graphs to interface file * NAMEG NGTO NPG GWIDTH GLEN G3 GS1 GS2 G6 DFULL GDEPTH *G1 1 2 2 .38 87 .0077 0 0 .014 0 0 *G1 2 3 2 .53 87 .0070 0 0 .014 0 0 *G1 3 4 2 .61 87 .0074 0 0 .014 0 0 *G1 4 5 2 .84 140 .0011 0 0 .014 0 0 * JK NAMEW NGTO WIDTH WAREA WW3 WW4 WW5 WW6 WW7 WW8 WW9 WW10 WW11 H1 1 101 1 278. 1.32 30.0 0.061 .02 0.3 3 10 50 125 .4 H1 1 102 2 81. 1.32 30.0 0.051 .02 0.3 3 10 50 125 .4 H1 1 103 3 54. 1.32 30.0 0.042 .02 0.3 3 10 50 125 .4 H1 1 104 4 69. 0.54 30.0 0.041 .02 0.3 3 10 50 125 .4 H1 1 105 5 60. 0.67 30.0 0.034 .02 0.3 3 10 50 125 .4 M1 1 1 M2 1 0 0 0 0 0 0 0 0 0 0 M3 1 5 $ENDPROGRAM $TRANSPORT A1 ' Example links to RUNOFF ver 2 example. ' A1 ' McGhee textbook Ex Table 16-3 p 356 ' * NDT NINPUT NNYN NNPE NOUTS NPRINT NPOLL NITER IDATEZ METRIC INTPRT B1 120 0 0 0 1 1 0 4 980322 1 1 * DT EPSIL DWDAYS TZERO GNU TRIBA B2 60.0 0.0001 0.0 15.0 0.00001 3.6 * NCNTRL NINFIL NFILTH NDESN B3 0 0 0 1 * FLOW ROUTING FOR NEW SHAPES * NKLASS KPRINT C1 0 0 * SEWER ELEMENT DATA * NOE NUE(1) NUE(2) NUE(3) NTYPE DIST GEOM1 SLOPE ROUGH GEOM2 BARREL GEOM3 E1 101 1 0 0 1 90 0.15 0.05 .014 0 0 0 E1 102 2 0 0 1 90 0.15 0.05 .014 0 0 0 E1 103 3 0 0 1 90 0.15 0.05 .014 0 0 0 E1 104 4 0 0 1 120 0.15 0.05 .014 0 0 0 E1 105 5 0 0 1 87 0.15 0.05 .014 0 0 0 E1 1 0 0 0 19 0 0 0 0 0 0 0 E1 2 101 0 0 19 0 0 0 0 0 0 0 E1 3 102 0 0 19 0 0 0 0 0 0 0 E1 4 103 0 0 19 0 0 0 0 0 0 0 E1 5 104 0 0 19 0 0 0 0 0 0 0 E1 6 105 0 0 19 0 0 0 0 0 0 0 * * Non-conduit element transfer to interface file * Element H1 6 * Hydrograph input in R1 to be input to non-conduit element * Element *I1 18 * Local input *R1 0.0 0.01 *R1 0.33 0.02 *R1 0.66 0.01 *R1 1.0 0.01 *R1 2 0.01 $ENDPROGRAM $STORAGE A1 'example of storage design using textbook examples ver 2.' A1 'hooks up with McGhee Ex 16-3 p 356' * NOTAPE JNS NDT DS NU NP ICOST METRIC SAREA B1 0 6 120 60 1 0 0 1 75. * IDATE TIME ISUM IDET NPR C1 980322 15.00 0 1 1 * ISTART(1) IEND(1) C2 980322 980329 * EVAPORATION DATA D1 2 2 4 6 7 8 9 9 8 6 3 2 * IPOLL NDIM IPART PNAME PUNIT IPOLL NDIM IPART PNAME PUNIT IPOLL NDIM IPART PNAME PUNIT *E1 1 0 0 ' ' ' ' 2 0 0 ' ' ' ' 3 0 0 ' ' ' ' * F1 ' wetland ' * IDENT QMAX RESIDUAL FLOW IDIREC(1) IDIREC(2) IDIREC(3) F2 1 100. 0.01 200 100 200 * RMX *G1 1.0 * REMOVAL EQUATION VARIABLES *G2 0 0 1 0 0 0 0 0 0 0 0 * EQUATION 7-1 COEFFICIENTS *G3 0 0 -0.003028 0 0 0 0 0 0 0 0 0.45 -0.45 0.0 0.0 1.0 *G1 1.0 *G2 0 0 1 0 0 0 0 0 0 0 0 *G3 0 0 -0.003028 0 0 0 0 0 0 0 0 0.65 -0.65 0.0 0.0 1.0 *G1 1.0 *G2 0 0 1 0 0 0 0 0 0 0 0 *G3 0 0 -0.0020 0 0 0 0 0 0 0 0 0.80 -0.80 0.0 0.0 1.0 * PLUG FLOW ROUTING IS not BEING USED * IROUTE IOUT IDRAW IRES H1 1 0 0 0 * DEPTH AREA VOLUME TREATED OUTFLOW RESIDUAL FLOW H3 0.0 100. 0 0 0. H3 0.5 1000. 0 0.5 0.01 H3 1.0 2000. 0 0.8 0.02 H3 1.5 2500. 0 1.0 0.03 H3 2.0 3000. 0 1.1 0.04 H3 2.5 3500. 0 1.2 0.05 * C1 C2 C3 *H4 66.66 8. 1.5 * NPSL SLDEN SLDMAX *H7 2 20000. 1. * WARN PCO(1) PCO(2) PCO(3) H8 10. 0. 0. 0. $ENDPROGRAM
SWMM-EXTRAN
$RUNOFF
*
* Title lines
A1 'Simple quantity model for sensitivity demonstration'
A1 '3 identical subcatchments & conduits - US units'
*
* General simulation control
* METRIC ISNOW NRGAG INFILM KWALTY IVAP NHR NMN NDAY MONTH IYRSTR
B1 0 0 3 0 0 0 0 0 25 9 98
*
* Output control
* IPRN(1) IPRN(2) IPRN(3)
B2 0 1 1
*
* Timestep control
* WET WETDRY DRY LUNIT LONG
B3 60 120 900 2 10
*
D1 0
*
* Precipitation data goes here
*****************************************************************************************
* Rainfall data imported from RainPak
*
* Notes:
* The number or rain gauges (NRGAG in line B1) should be 3 gauges
* The wet time step (WET in line B3) should be an integer fraction of 10 minutes
* TZRAIN (line E1) is the starting time of day in minutes, equivalent to 12:30 am
* The rainfall time series is 3.6667 hours in duration
* Rainfall data is measured in intensity - US units are used (in/hr)
*****************************************************************************************
* KTYPE KINC KPRINT KTHIS KTIME KPREP NHISTO THISTO TZRAIN
E1 2 0 0 0 0 0 22 10 30
*
* Time 16 17 1
* (min) namao west power central s&
E3 10 .0002 .0002 .0002
E3 20 .0002 .0002 .0002
E3 30 .0002 .2318 .0002
E3 40 .0002 .1731 .0291
E3 50 .0665 .1118 .1447
E3 60 .1432 .0585 .0594
E3 70 .1954 .0485 .0506
E3 80 .1091 .0706 .0509
E3 90 .0791 .0666 .1257
E3 100 .0906 .0568 .0807
E3 110 .0896 .077 .0604
E3 120 .0684 .1059 .1082
E3 130 .091 .1473 .112
E3 140 .0992 .2238 .1585
E3 150 .1958 .3705 .2885
E3 160 .3738 .3472 .2391
E3 170 .429 .1402 .2086
E3 180 .2802 .0983 .1533
E3 190 .1828 .0387 .1343
E3 200 .105 .0085 .0754
E3 210 .0017 .0085 .0016
E3 220 .0017 .0085 .0016
*****************************************************************************************
*
* Subcatchment data
* JK NAMEW NGTO WIDTH WAREA %IMP WSLOPE IMPN PERN IMPSTOR PSTOR WLMAX WLMIN DECAY
H1 1 1 82309 1000 100 100 0.001 0.01 0.01 0 0 1.0 0.1 .002
H1 2 2 80408 10000 100 100 0.001 0.01 0.01 0 0 1.0 0.1 .002
H1 3 3 81009 100000 100 100 0.001 0.01 0.01 0 0 1.0 0.1 .002
*
* Print control
* NPRNT INTERV
M1 3 1
* NDET STARTP(1) STOPPR(1)
M2 1 0 0
* IPRNT(1)....
M3 82309 80408 81009
*
$ENDPROGRAM
$EXTRAN
*
A1 'Extran Example from PCSWMM Tutorial'
A1 'Basic pipe system from Figure 3-1 (Extran Addendum)'
*
* Program simulation control
* NTCYC DELT TZERO NSTART INTER JNTER REDO
B1 1440 20.0 0.0 45 15 45 0
* METRIC NEQUAL AMEN ITMAX SURTOL
B2 0 0 0.0 30 0.05
*
* Print control for output file
* NHPRT NQPRT NPLT LPLT NJSW
B3 6 6 0 0 0
B4 80608 16009 16109 15009 82309 80408
B5 1030 1630 1600 1602 1570 8130
*
* Conduit and junction data
* NCOND NJ1 NJ2 QO NKLASS AFULL DEEP WIDE LEN ZP1 ZP2 ROUGH STHETA SPHI
C1 8040 80408 80608 0.0 1 0.0 3.0 0.0 1800. 0.0 0.0 0.015 0.0 0.0
C1 8060 80608 82309 0.0 1 0.0 3.0 0.0 2075. 0.0 0.0 0.015 0.0 0.0
C1 8100 81009 81309 0.0 1 0.0 3.5 0.0 5100. 0.0 0.0 0.015 0.0 0.0
C1 8130 81309 15009 0.0 1 0.0 3.5 0.0 3500. 0.0 0.0 0.015 0.0 0.0
C1 1030 10309 10208 0.0 6 0.0 7.0 0.0 4500. 0.0 0.0 0.016 3.0 3.0
C1 1570 15009 16009 0.0 1 0.0 4.5 0.0 5000. 0.0 0.0 .0154 0.0 0.0
C1 1600 16009 16109 0.0 1 0.0 5.0 0.0 500. 0.7 0.0 0.015 0.0 0.0
C1 1630 16009 10309 0.0 6 0.0 7.0 0.0 300. 0.0 0.0 0.015 3.0 3.0
C1 1602 82309 16109 0.0 1 0.0 5.0 0.0 5000. 0.0 0.0 0.034 0.0 0.0
* JUNCTION DATA
* JUN GRELEV Z QINST Y
D1 80408 138.0 124.6 0.0 0.0
D1 80608 135.0 118.3 0.0 0.0
D1 81009 137.0 128.2 0.0 0.0
D1 81309 130.0 117.5 0.0 0.0
D1 82309 125.0 112.3 0.0 0.0
D1 10208 100.0 89.9 0.0 0.0
D1 10309 111.0 101.6 0.0 0.0
D1 15009 125.0 111.5 0.0 0.0
D1 16009 120.0 102.0 0.0 0.0
D1 16109 125.0 102.8 0.0 0.0
*
* Downstream boundary condition control
I1 10208 1
J1 1
*
$ENDPROGRAM
WASP (N/A)
