Testing XPSWMM 1d/2d inlet flow exchange by Mel Meng

Testing XPSWMM 1d/2d inlet flow exchange by Mel Meng https://t.co/t2ChqlVS4w

— RDickinson (@RDickinson) June 24, 2020

What Folders and Files you should see for every InfoSWMM project

What Folders and Files you should see for every InfoSWMM project

1. A valid name – not Untitled
2. A ISDB folder with DBF Model Network and Ancillary Data
3. MXD file for either Arc GIS 10.3, 10.4, 10.5, 10.6, 10.7, 10.8 etc.
4. Other files such as TIF’s
5. OUT folder for model Output from your scenarios.

.

Steps in modeling Sediment in InfoSWMM

Steps in modeling Sediment in InfoSWMM:

1. Use the Water Quality Tab in Run Manager and pick Sediment
2. Select a predefined pollutant from the Operations Tab of the Attribute Browser (AB) or TSS in this example,
3. Define the TSS or Sediment Particle Setting Velocity or Limiting Flow Velocity
4. The Nodes will show the TSS or Sediment Concentrations,
5. The Links will show the deposition in kg,
6. The help file shows other information

Where do you find the Subcatchment ID in InfoSWMM?

OBJECT ID in the Arc Map TOC (1), is called Subcatch ID in the DB Table of InfoSWMM (2) and in the Attribute browser (3) of InfoSWMM

It’ll take a while, but small, casual, daily, social microinvesting into digital assets will be the new microblogging.

If the internet turned the world into publishers, crypto will turn the world into investors. It’ll take a while, but small, casual, daily, social microinvesting into digital assets will be the new microblogging.

— Balaji S. Srinivasan (@balajis) May 5, 2019

Simulation Process Overview - from Storm Water Management Model Reference Manual Volume II – Hydraulics

How to Use Population for DWF in SWMM5 and InfoSWMM

The SWMM5 engine uses mean flow as the dry weather flow value (DWF) and not population but does allow weekday, weekend, daily and monthly patterns.  You can use these many pattern options to actually use population in the SWMM5 and InfoSWMM dry weather flow tables.  Here are the steps as shown in the embedded image:

1. Population in the Value field,
2. Per Capita flow in the Monthly Pattern field,
3. Weekday pattern
4. Weekend pattern
5. Conversion (if needed) from the per capita units to the current units of SWMM5 or InfoSWMM
6. This can make SWMM5 and InfoSWMM more like Innovyze products XPSWMM, InfoWorks ICM and InfoSewer.

Runoff Coefficient and Time of Concentration for InfoSewer

Runoff Coefficient and Time of Concentration for InfoSewer

Runoff coefficient is loosely defined as the ratio of runoff to rainfall, and is a function of watershed characteristics including land use, soil type, and slope of the watershed. The value of runoff coefficient ranges between 0.0 and 1.0. A value of 0.0 means that all of the rainfall is lost in the form of abstractions such as infiltration, interception, and evaporation and none of the rainfall is converted to runoff. The value of 1.0 implies that all the rainfall is converted to runoff and is discharged from the watershed. As an example, most of the rain that falls on impervious areas such as pavement and roof would be immediately converted to runoff. A value of C for such land uses is close to 1.0. Runoff coefficient values recommended by the American Society of Civil Engineers and Water Environment Federation for return periods not exceeding 10 years are given below for various land uses, soil types, and slope conditions.

For return periods that exceed 10 years, the runoff coefficient from the table should be multiplied by a frequency adjustment factor, Cf , given below.

For a subwatershed composed of multiple land uses, a composite runoff coefficient Cw should be determined by weighting C values of each of the land uses by their corresponding area according to Equation 35.

                

where C_i   =  runoff coefficient for individual land use in the subwatershed.

A_i   =  area of the individual land use in the subwatershed.

N   =   total number of land uses in the subwatershed.

Stormwater Runoff and the Rational  Method  from Innovyze H₂OCalc for Reference

For storm sewer loading, the focus shifts to hydrologic analysis of excess precipitation and associated runoff. Common techniques for analysis include the rational method and unit hydrograph methods, as well as the use of more advanced hydrologic models.

For small drainage areas, peak runoff is commonly estimated by the rational method. This method is based on the principle that the maximum rate of runoff from a drainage basin occurs when all parts of the watershed contribute to flow and that rainfall is distributed uniformly over the catchment area. Since it neglects temporal and spatial variability in rainfall, and ignores flow routing in the watershed, collection system, and any storage facilities, the rational method should be used with caution only for applications where the assumptions of rational method are valid.

Rational  Method  from Innovyze H₂OCalc for Reference

The rational formula is expressed as

                                                                                                                             

where  Q_p          =         peak runoff rate (m³/s, ft³/s)

                 C          =         dimensionless runoff coefficient (see Table 3-9)

                  I           =         average rainfall intensity (mm/hr, in/hr) for a duration of the time of concentration (t_c)

                  A         =          drainage area (km², acres)

                  K         =          conversion constant (0.28 in SI, 1 in English)

The time of concentration t_c used in the rational method is the time associated with the peak runoff from the watershed to the point of interest. Runoff from a watershed usually reaches a peak at the time when the entire watershed is contributing; in this case, the time of concentration is the time for a drop of water to flow from the remotest point in the watershed to the point of interest. Time of concentration, t_c (min), for the basin area can be computed using one of the formulas listed in Table 3-10.

Table:  Runoff Coefficients for 2 to 10 Year Return Periods

Description of drainage area			Runoff coefficient
Business	Downtown		0.70-0.95
	Neighborhood		0.50-0.70
Residential	Single-family		0.30-0.50
	Multi-unit detached		0.40-0.60
	Multi-unit attached		0.60-0.75
Suburban			0.25-0.40
Apartment dwelling			0.50-0.70
Industrial	Light		0.50-0.80
	Heavy		0.60-0.90
Parks and cemeteries			0.10-0.25
Railroad yards			0.20-0.35
Unimproved areas			0.10-0.30
Pavement	Asphalt		0.70-0.95
	Concrete		0.80-0.95
	Brick		0.75-0.85
Roofs			0.75-0.95
Lawns	Sandy soils	Flat (2%)	0.05-0.10
		Average (2-7%)	0.10-0.15
		Steep (≥7%)	0.15-0.20
	Heavy soils	Flat (2%)	0.13-0.17
		Average (2-7%)	0.18-0.22
		Steep (≥7%)	0.25-0.35

         Source: Nicklow et al. (2006)

Table 3-10: Formulas for Computing Time of Concentration

Method	Formula
Kirpich (1940)	L = length of channel (ft) S = average watershed slope (ft/ft)
California Culverts Practice (1942)	L = length of the longest channel (mi) H = elevation difference between divide and outlet (ft)
Izzard (1946)	i = rainfall intensity (in/h) c = Retardance coefficient	Retardance factor, c, ranges from 0.007 for smooth pavement to 0.012 for concrete and to 0.06 for dense turf; product i times L should be < 500
Federal Aviation Administration (1970)	C = rational method runoff coefficient (see Table 3.9)
Kinematic wave	n = Manning’s roughness coefficient
SCS lag equation	CN = SCS runoff curve number (see Table 3.11)
SCS average velocity charts	V = average velocity (ft/s)
Yen and Chow (1983)	KY = Coefficient N = Overland texture factor        (see Table 3.13)	KY ranges from 1.5 for light rain (i<0.8) to 1.1 for moderate rain (0.8<i<1.2), and to 0.7 for heavy rain (i>1.2)

Source: Nicklow et al. (2004)

Table 3-11: Runoff Curve Numbers for Urban Land Uses

Land use description	Soil Group
	A	B	C	D
Lawns, open spaces, parks, golf courses:
Good condition: grass cover on 75% or more area	39	61	74	80
Fair condition: grass cover on 50% to 75% of area	49	69	79	84
Poor condition: grass cover on 50% or less of area	68	79	86	89
Paved parking lots, roofs, driveways, etc	98	98	98	98
Streets and roads:
Paved with curbs and storm sewers	98	98	98	98
Gravel	76	85	89	91
Dirt	72	82	87	89
Paved with open ditches	83	89	92	93
Commercial and business areas (85% impervious)	89	92	94	95
Industrial districts (72% impervious)	81	88	91	93
Row houses, town houses and residential with lot sizes of 1/8 ac or less (65% impervious)	77	85	90	92
Residential average lot size:
1/4 ac (38% impervious)	61	75	83	87
1/3 ac (30% impervious)	57	72	81	86
1/2 ac (25% impervious)	54	70	80	85
1 ac (20% impervious)	51	68	79	84
2 ac (12% impervious)	46	65	77	82
Developing urban area (newly graded; no vegetation)	77	86	91	94

Adapted from SCS (1985)

  

Table 3-12: Description of NRCS Soil Classifications

Group	Description	Min. infiltration (in/hr)
A	Deep sand; deep losses; aggregated silts	0.30-0.45
B	Shallow loess; sandy loam	0.15-0.30
C	Clay loams; shallows sandy loam; soils low in organic content; soils usually high in clay	0.05-0.15
D	Soils that swell significantly	0-0.05

Adapted from SCS (1985)

Table 3-13: Overland Texture Factor N

Overland flow surface	Low	Medium	High
Smooth asphalt pavement	0.010	0.012	0.015
Smooth impervious surface	0.011	0.013	0.015
Tar and sand pavement	0.012	0.014	0.016
Concrete pavement	0.014	0.017	0.020
Rough impervious surface	0.015	0.019	0.023
Smooth bare packed soil	0.017	0.021	0.025
Moderate bare packed soil	0.025	0.030	0.035
Rough bare packed soil	0.032	0.038	0.045
Gravel soil	0.025	0.032	0.045
Mowed poor grass	0.030	0.038	0.045
Average grass, closely clipped sod	0.040	0.055	0.070
Pasture	0.040	0.055	0.070
Timberland	0.060	0.090	0.120
Dense grass	0.060	0.090	0.120
Shrubs and bushes	0.080	0.120	0.180
Land use	Low	Medium	High
Business	0.014	0.022	0.35
Semi-business	0.022	0.035	0.050
Industrial	0.020	0.035	0.050
Dense residential	0.025	0.040	0.060
Suburban residential	0.030	0.055	0.080
Parks and lawns	0.040	0.075	0.120

Adapted from Yen and Chow (1983)