HomeMy WebLinkAboutHMP 15-01; MARTIN RESIDENCE; SWMM MODELING FOR HYDROMODIFICATION COMPLIANCE; 2016-11-30-
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ATTACHMENT 1 -
Q 2 to Q10 Comparison Tables --.. -
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,. Cb to Q10 Comparison Table -POC-1 ..
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C
C
Return Period Existing Condition (cfs)
2-year 0.064
3-year 0.079
4-year 0.094
5-year 0.099
6-year 0.102
7-year 0.110
8-year 0.113
9-year 0.116
10-year 0.120
Mitigated Condition (cfs) Reduction, Exist -
Mitigated (cfs)
0.034 0.030
0.046 0.033
0.068 0.027
0.073 0.026
0.074 0.028
0.090 0.019
0.091 0.022
0.095 0.021
0.107 0.014
ATTACHMENT 2
FDC Plots (log and natural "x" scale) and Flow Duration Table
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ATTACHMENT 2
FLOW DURATION CURVE ANALYSIS
1) Flow duration curve shall not exceed the existing conditions by more than 10%, neither in
peak flow nor duration.
The figures on the following pages illustrate that, for each POC, the flow duration curve in post-
development conditions with the proposed BMPs is below the existing flow duration curve. The
flow duration curve table following the curve shows that ifthe interval 0.lO(h -Q10 is divided in
100 sub-intervals, then a) the post development divided by pre-development durations are
never larger than 110% (the permit allows up to 110%); and b) there are no more than 10
intervals in the range 101%-110% which would imply an excess over 10% of the length of the
curve (the permit allows less than 10% of excesses measured as 101-110%).
Consequently, the design passes the hydromodification test.
It is important to note that the flow duration curve can be expressed in the "x" axis as
percentage of time, hours per year, total number of hours, or any other similar time variable.
As those variables only differ by a multiplying constant, their plot in logarithmic scale is going to
look exactly the same, and compliance can be observed regardless of the variable selected.
However, in order to satisfy the City of Encinitas HMP example, % of time exceeded is the
variable of choice in the flow duration curve. The selection of a logarithmic scale in lieu of the
normal scale is preferred, as differences between the pre-development and post-development
curves can be seen more clearly in the entire range of analysis. Both graphics are presented
just to prove the difference.
In terms of the "y" axis, the peak flow value is the variable of choice. As an additional analysis
performed by TRWE, not only the range of analysis is clearly depicted {10% of Q2 to Q10) but
also all intermediate flows are shown (Q2, '13, 04, Os, OG, 01, Qg and Q9) in order to demonstrate
compliance at any range Ox -Ox+1. One of the limitations of both the SWMM and SDHM
models is that the intermediate analysis is not performed (to obtain Qi from i = 2 to 10). TRWE
performed the analysis using the Cunnane Plotting position Method (the preferred method in
the HMP permit) from the "n" largest independent peak flows obtained from the continuous
time series.
The largest "n" peak flows are attached in this appendix, as well as the values of Qi with a
return period "i", from i=2 to 10. The Qi values are also added into the flow-duration plot.
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,,. Flow Duration Curve Data for Martin Residence (POC-1), Carlsbad, CA -Q2= 0.07 cfs Fraction 10 % -Ql0= 0.12 cfs -Step= 0.0012 cfs
Count= 497370 hours -56.74 years --Existj,,a ~clition ~ntk)I) ()ptfm~ Pass or -Interval Q(ds) Hours>Q "time ... rs>Q ',&time '' PC)St/Pre FaH?
1 0.007 134 2.69E-02 108 2.17E-02 81% Pass
2 0.008 131 2.63E-02 106 2.13E-02 81% Pass .. 3 0.009 130 2.61E-02 104 2.09E-02 80% Pass
4 0.010 129 2.59E-02 101 2.03E-02 78% Pass
5 0.011 125 2.51E-02 100 2.0lE-02 80% Pass
6 0.012 123 2.47E-02 96 1.93E-02 78% Pass
7 0.014 122 2.45E-02 95 1.91E-02 78% Pass -8 0.015 120 2.41E-02 84 l.69E-02 70% Pass -9 0.016 120 2.41E-02 84 l.69E-02 70% Pass
10 0.017 118 2.37E-02 61 l.23E-02 52% Pass -11 0.018 117 2.35E-02 57 l.15E-02 49% Pass -12 0.019 112 2.25E-02 55 1.llE-02 49% Pass
13 0.021 105 2.llE-02 55 1.llE-02 52% Pass -14 0.022 105 2.11E-02 50 l.0lE-02 48% Pass -15 0.023 102 2.05E-02 50 l.0lE-02 49% Pass
16 0.024 -97 1.95E-02 49 9.85E-03 51% Pass
17 0.025 96 l.93E-02 49 9.85E-03 51% Pass -18 0.026 96 1.93E-02 49 9.85E-03 51% Pass -19 0.028 93 l.87E-02 47 9.45E-03 51% Pass
20 0.029 92 1.85E-02 47 9.45E-03 51% Pass -21 0.030 89 l.79E-02 43 8.65E-03 48% Pass -22 0.031 85 l.71E-02 42 8.44E-03 49% Pass -23 0.032 84 1.69E-02 41 8.24E-03 49% Pass
24 0.033 84 l.69E-02 40 8.04E-03 48% Pass -25 0.035 83 l.67E-02 38 7.64E-03 46% Pass -26 0.036 83 1.67E-02 36 7.24E-03 43% Pass
27 0.037 81 l.63E-02 25 5.03E-03 31% Pass -28 0.038 71 l.43E-02 24 4.83E-03 34% Pass -29 0.039 58 1.17E-02 24 4.83E-03 41% Pass -30 0.040 58 1.17E-02 24 4.83E-03 41% Pass
31 0.042 57 1.15E-02 24 4.83E-03 42% Pass -32 0.043 57 1.15E-02 24 4.83E-03 42% Pass -33 0.044 57 1.15E-02 24 4.83E-03 42% Pass
34 0.045 53 1.07E-02 21 4.22E-03 40% Pass
35 0.046 53 1.07E-02 21 4.22E-03 40% Pass -36 0.047 51 l.03E-02 21 4.22E-03 41% Pass -37 0.049 51 1.03E-02 21 4.22E-03 41% Pass
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Interval
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
. b.'Jtina (9ndition
0.($} tfc>urs>Q 9'tirne
0.050 51 l.03E-02
0.051 51 l.03E-02
0.052 50 l.0lE-02
0.053 48 9.65E-03
0.054 48 9.65E-03
0.056 43 8.65E-03
0.057 43 8.65E-03
0.058 41 8.24E-03
0.059 36 7.24E-03
0.060 36 7.24E-03
0.061 36 7.24E-03
0.063 35 7.04E-03
0.064 34 6.84E-03
0.065 33 6.63E-03
0.066 32 6.43E-03
0.067 32 6.43E-03
0.068 32 6.43E-03
0.070 32 6.43E-03
0.071 32 6.43E-03
0.072 31 6.23E-03
0.073 31 6.23E-03
0.074 30 6.03E-03
0.075 28 5.63E-03
0.077 27 5.43E-03
0.078 26 5.23E-03
0.079 26 5.23E-03
0.080 21 4.22E-03
0.081 21 4.22E-03
0.082 21 4.22E-03
0.084 20 4.02E-03
0.085 19 3.82E-03
0.086 18 3.62E-03
0.087 18 3.62E-03
0.088 18 3.62E-03
0.089 18 3.62E-03
0.091 18 3.62E-03
0.092 18 3.62E-03
0.093 17 3.42E-03
0.094 16 3.22E-03
0.095 16 3.22E-03
0.096 16 3.22E-03
0.098 16 3.22E-03
0.099 15 3.02E-03
0.100 12 2.41E-03
0.101 12 2.41E-03
Detention Opth'1'iied Pass or
Hours>Q %time Post/Pre Fait?
21 4.22E-03 41% Pass
20 4.02E-03 39% Pass
19 3.82E-03 38% Pass
18 3.62E-03 38% Pass
17 3.42E-03 35% Pass
17 3.42E-03 40% Pass
17 3.42E-03 40% Pass
17 3.42E-03 41% Pass
16 3.22E-03 44% Pass
16 3.22E-03 44% Pass
16 3.22E-03 44% Pass
16 3.22E-03 46% Pass
16 3.22E-03 47% Pass
16 3.22E-03 48% Pass
15 3.02E-03 47% Pass
15 3.02E-03 47% Pass
14 2.81E-03 44% Pass
13 2.61E-03 41% Pass
13 2.61E-03 41% Pass
13 2.61E-03 42% Pass
11 2.21E-03 35% Pass
10 2.0lE-03 33% Pass
10 2.0lE-03 36% Pass
10 2.0lE-03 37% Pass
10 2.0lE-03 38% Pass
10 2.0lE-03 38% Pass
10 2.0lE-03 48% Pass
10 2.0lE-03 48% Pass
10 2.0lE-03 48% Pass
10 2.0lE-03 50% Pass
10 2.0lE-03 53% Pass
10 2.0lE-03 56% Pass
10 2.0lE-03 56% Pass
10 2.0lE-03 56% Pass
10 2.0lE-03 56% Pass
10 2.0lE-03 56% Pass
8 1.61E-03 44% Pass
7 l.41E-03 41% Pass
7 1.41E-03 44% Pass
7 l.41E-03 44% Pass
7 l.41E-03 44% Pass
7 1.41E-03 44% Pass
7 l.41E-03 47% Pass
7 1.41E-03 58% Pass
7 1.41E-03 58% Pass
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Interval
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
E>dsti"2.Condition
Q{dsJ Hours>Q %time
0.102 12 2.41E-03
0.103 9 l.81E-03
0.105 9 l.81E-03
0.106 9 l.81E-03
0.107 9 l.81E-03
0.108 9 l.81E-03
0.109 8 l.61E-03
0.110 8 l.61E-03
0.112 8 l.61E-03
0.113 8 l.61E-03
0.114 7 1.41E-03
0.115 7 l.41E-03
0.116 6 l.21E-03
0.117 6 l.21E-03
0.119 6 l.21E-03
0.120 6 l.21E-03
0.121 6 l.21E-03
0.122 6 l.21E-03
Detentk>l;l QOtlmized Pass or
Hours>Q 9'tlme Post/Pre Fail?
7 1.41E-03 58% Pass
7 l.41E-03 78% Pass
7 l.41E-03 78% Pass
7 l.41E-03 78% Pass
7 l.41E-03 78% Pass
7 l.41E-03 78% Pass
7 l.41E-03 88% Pass
7 l.41E-03 88% Pass
7 l.41E-03 88% Pass
7 l.41E-03 88% Pass
6 l.21E-03 86% Pass
6 l.21E-03 86% Pass
6 l.21E-03 100% Pass
6 l.21E-03 100% Pass
6 l.21E-03 100% Pass
6 l.21E-03 100% Pass
6 l.21E-03 100% Pass
6 l.21E-03 100% Pass
Peak Flows calculated with Cunnane Plotting Position
Return Period Pre-dev. Q (cfs) Post-Dev. Q Red&JCtion
(years) (cfs) (its)
10 0.122 0.110 0.012
9 0.118 0.097 0.021
8 0.114 0.091 0.023
7 0.111 0.091 0.020
6 0.103 0.075 0.028
5 0.100 0.073 0.027
4 0.095 0.067 0.029
3 0.080 0.036 0.044
2 0.065 0.018 0.047
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ATTACHMENT 3
List of the "n" largest Peaks: Pre-Development
and Post-Development Conditions
--ATTACHMENT 3 --List of the "n" Largest Peaks: Pre & Post-Developed Conditions -Basic Probabilistic Equation: --R = 1/P R: Return period (years).
• P: Probability of a flow to be equaled or exceeded any given year (dimensionless).
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Cunnane Equation:
p = i-0.4
n+0.2
Weibull Equation:
p =-i-
n+l
i: Position of the peak whose probability is desired (sorted from large to small)
n: number of years analyzed.
Explanation of Variables for the Tables in this Attachment
Peak: Refers to the peak flow at the date given, taken from the continuous simulation hourly
results of the n year analyzed.
Posit: If all peaks are sorted from large to small, the position of the peak in a sorting analysis
is included under the variable Posit.
Date: Date of the occurrence of the peak at the outlet from the continuous simulation
Note: all peaks are not annual maxima; instead they are defined as event maxima, with a
threshold to separate peaks of at least 12 hours. In other words, any peak P in a time series is
defined as a value where dP/dt = 0, and the peak is the largest value in 25 hours {12 hours
before the hour of occurrence and 12 hours after the occurrence, so it is in essence a daily
peak).
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List of Peak events and Determination of Q2 and QlO (Pre-Development)
Martin Residence (POC-1)
T Cunnane Weibull Period of Return
(Year) (cfs) (cfs) Peaks (cfs) (Years)
10 0.12 0.13 Date Posit Weibull Cunnane
9 0.12 0.12 0.039 12/10/1965 57 1.02 1.01
8 0.11 0.12 0.039 3/8/1968 56 1.04 1.03
7 0.11 0.11 0.039 1/15/1978 55 1.05 1.05
6 0.10 0.10 0.039 1/6/1979 54 1.07 1.07
5 0.10 0.10 0.039 1/11/1980 53 1.09 1.09
4 0.10 0.10 0.039 11/25/1988 52 1.12 1.11
3 0.08 0.08 0.039 12/24/1988 51 1.14 1.13
2 0.07 0.07 0.041 2/19/1958 so 1.16 1.15
0.045 12/2/1961 49 1.18 1.18
0.045 2/22/1998 48 1.21 1.20
Note: 0.045 11/8/2002 47 1.23 1.23
Cunnane is the preferred 0.045 2/12/2003 46 1.26 1.25
method by the HMP permit. 0.047 11/11/1985 45 1.29 1.28
0.047 12/31/2004 44 1.32 1.31
0.051 3/2/1980 43 1.35 1.34
0.053 1/18/1993 42 1.38 1.38
0.053 2/14/1998 41 1.41 1.41
0.055 2/12/1992 40 1.45 1.44
0.055 2/8/1993 39 1.49 1.48
0.057 3/1/1991 38 1.53 1.52
0.057 12/30/1991 37 1.57 1.56
0.059 1/16/1978 36 1.61 1.61
0.059 1/29/1980 35 1.66 1.65
0.059 2/15/1986 34 1.71 1.70
0.059 3/15/1986 33 1.76 1.75
0.062 3/11/1995 32 1.81 1.81
0.063 1/6/2008 31 1.87 1.87
0.064 1/27/2008 30 1.93 1.93
0.065 2/17/1998 29 2.00 2.00
0.071 2/23/1998 28 2.07 2.07
0.074 12/19/1970 27 2.15 2.15
0.075 1/29/1983 26 2.23 2.23
0.075 10/20/2004 25 2.32 2.33
0.076 2/16/1980 24 2.42 2.42
0.077 11/22/1965 23 2.52 2.53
0.079 2/10/1978 22 2.64 2.65
0.079 2/27/1983 21 2.76 2.78
0.079 2/3/1998 20 2.90 2.92
0.08 10/27/2004 19 3.05 3.08
0.084 1/16/1952 18 3.22 3.25
0.085 11/15/1952 17 3.41 3.45
0.092 10/29/2000 16 3.63 3.67
0.094 4/1/1958 15 3.87 3.92
0.099 3/1/1978 14 4.14 4.21
0.099 2/20/1980 13 4.46 4.54
0.099 3/17/1982 12 4.83 4.93
0.103 1/14/1993 11 5.27 5.40
0.103 2/18/2005 10 5.80 5.96
0.109 2/25/1969 9 6.44 6.65
0.113 2/4/1958 8 7.25 7.53
0.116 9/23/1986 7 8.29 8.67
0.123 2/25/2003 6 9.67 10.21
0.15 1/15/1979 5 11.60 12.43
0.151 1/4/1995 4 14.50 15.89
0.177 1/4/1978 3 19.33 22.00
0.178 10/1/1983 2 29.00 35.75
0.198 4/14/2003 1 58.00 95.33
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ATTACHMENT 4
Elevation vs. Area Curves and Elevation vs. Discharge Curves
to be used in SWMM
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ATTACHMENT 4
ELEVATION vs. AREA
The elevation vs. area curves in the model are calculated in Excel and imported into the model.
The summary of elevation vs. area for each BMP has been provided on the following pages.
The LID surface storage depth beneath the lowest surface discharge structure is accounted for
in the LID module as illustrated in Attachment 7.
ELEVATION vs. DISCHARGE
The total elevation vs. discharge curve is imported from an Excel spreadsheet that calculates
the elevation vs. discharge of the outlet system. Elevation vs. discharge relationships are
provided for the surface discharge of the biofiltration basin as this is where a Modified Puls
routing procedure will be applied in the continuous simulation model.
The orifice sizes have been selected to maximize their size while still restricting flows to
conform with the required 10% of the Q2 event flow as mandated in the Final
Hydromodification Management Plan by Brown & Caldwell, dated March 2011. While TRWE
acknowledges that these orifices are small, to increase the size of these outlets would impact
the basin's ability to restrict flows beneath the HMP thresholds, thus preventing the BMP from
conforming with HMP requirements .
In order to further reduce the risk of blockage of the orifices, regular maintenance of the riser
and orifices must be performed to ensure potential blockages are minimized. A detail of the
orifice and riser structures is provided in Attachment 5 of this memorandum .
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Stage-Storage for Underground Storage 1-1
Facility Type: Vault
*Depth (ft)
0.00
4.00
Area (ft2)
0
335
Maximum Volume (ft3)
1340
l I I I l I I I l I I I I I I J I j I I I t I t I j I. I I I I I I I I I I I
Outlet structure for Discharge of DMA 1-1
Discharge vs Elevation Table
Low orifice 0.3125 II Lower slot Lower Weir
Number of orif: 1 Number of slots: 0 Number of weirs: 0
Cg-low: 0.62 Invert: 3.75 ft Invert: 3.63
B 0.02 ft B: 0.50
Middle orifice 0.250 II h,101 0.021 ft
Number of orif: 1
Cg-middle: 0.62 Upper slot Emergency weir
invert elev: 3.500 ft Number of slots: 0 Invert: 3.75 ft
Invert: 0.00 ft B: 4.00 ft
*Note: h = head above the invert of the B: 0.00 ft
lowest surface discharge opening. h,101 0.083 ft
h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot
(ft) --(cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) {cfs) (cfs) (cfs)
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
0.042 1.600 0.000 0.000 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
0.083 3.200 0.000 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001
0.125 4.800 0.000 0.001 0.004 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001
0.167 6.400 0.000 0.001 0.010 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001
0.208 8.000 0.000 0.001 0.012 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001
0.250 9.600 0.000 0.001 0.013 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001
0.292 11.200 0.000 0.001 0.014 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001
0.333 12.800 0.000 0.001 0.D15 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001
0.375 14.400 0.000 0.002 0.016 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.417 16.000 0.000 0.002 0.017 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.458 17.600 0.000 0.002 0.018 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.500 19.200 0.000 0.002 0.018 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.542 20.800 0.000 0.002 0.019 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.583 22.400 0.000 0.002 0.020 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.625 24.000 0.000 0.002 0.021 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.667 25.600 0.000 0.002 0.021 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.708 27.200 0.000 0.002 0.022 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.750 28.800 0.000 0.002 0.023 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.792 30.400 0.000 0.002 0.023 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.833 32.000 0.000 0.002 0.024 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.875 33.600 0.000 0.002 0.025 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002
0.917 35.200 0.000 0.003 0.025 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1 1 • 1 t I i a I J ' • l I I j I i I t I I I j I i I t I I I I I I I I I I
h* H/D-low H/D-mid Qlow-orif QI ow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot
(ft) --(ds) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
0.958 36.800 0.000 0.003 0.026 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.000 38.400 0.000 0.003 0.026 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.042 40.000 0.000 0.003 0.027 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.083 41.600 0.000 0.003 0.027 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.125 43.200 0.000 0.003 0.028 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.167 44.800 0.000 0.003 0.028 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.208 46.400 0.000 0.003 0.029 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.250 48.000 0.000 0.003 0.029 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.292 49.600 0.000 0.003 0.030 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.333 51.200 0.000 0.003 0.030 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.375 52.800 0.000 0.003 0.031 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.417 54.400 0.000 0.003 0.031 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.458 56.000 0.000 0.003 0.032 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.500 57.600 0.000 0.003 0.032 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.542 59.200 0.000 0.003 0.033 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.583 60.800 0.000 0.003 0.033 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.625 62.400 0.000 0.003 0.034 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.667 64.000 0.000 0.003 0.034 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.708 65.600 0.000 0.003 0.D35 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.750 67.200 0.000 0.003 0.035 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003
1.792 68.800 0.000 0.004 0.035 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
1.833 70.400 0.000 0.004 0.036 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
1.875 72.000 0.000 0.004 0.036 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
1.917 73.600 0.000 0.004 0.037 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
1.958 75.200 0.000 0.004 0.037 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.000 76.800 0.000 0.004 0.037 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.042 78.400 0.000 0.004 0.038 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.083 80.000 0.000 0.004 0.038 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.125 81.600 0.000 0.004 0.039 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.167 83.200 0.000 0.004 0.039 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.208 84.800 0.000 0.004 0.039 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.250 86.400 0.000 0.004 0.040 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.292 88.000 0.000 0.004 0.040 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.333 89.600 0.000 0.004 0.040 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.375 91.200 0.000 0.004 0.041 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.417 92.800 0.000 0.004 0.041 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.458 94.400 0.000 0.004 0.041 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
I I I I I I I I I I I I I I I I I t, I I I I I I I I a I I I I I I I I I I I
h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot
(ft) --(cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
2.500 96.000 0.000 0.004 0.042 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.542 97.600 0.000 0.004 0.042 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.583 99.200 0.000 0.004 0.042 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.625 100.800 0.000 0.004 0.043 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.667 102.400 0.000 0.004 0.043 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.708 104.000 0.000 0.004 0.044 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.750 105.600 0.000 0.004 0.044 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.792 107.200 0.000 0.004 0.044 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.833 108.800 0.000 0.004 0.045 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.875 110.400 0.000 0.004 0.045 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004
2.917 112.000 0.000 0.005 0.045 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
2.958 113.600 0.000 0.005 0.045 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.000 115.200 0.000 0.005 0.046 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.042 116.800 0.000 0.005 0.046 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.083 118.400 0.000 0.005 0.046 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.125 120.000 0.000 0.005 0.047 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.167 121.600 0.000 0.005 0.047 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.208 123.200 0.000 0.005 0.047 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.250 124.800 0.000 0.005 0.048 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.292 126.400 0.000 0.005 0.048 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.333 128.000 0.000 0.005 0.048 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.375 129.600 0.000 0.005 0.049 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.417 131.200 0.000 0.005 0.049 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.458 132.800 0.000 0.005 0.049 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.500 134.400 0.000 0.005 0.049 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.542 136.000 2.000 0.005 0.050 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005
3.583 137.600 4.000 0.005 0.050 0.005 0.000 0.001 0.000 0.000 0.000 0.000 0.000 0.005
3.625 139.200 6.000 0.005 0.050 0.005 0.001 0.011 0.001 0.000 0.000 0.000 0.000 0.006
3.667 140.800 8.000 0.005 0.051 0.005 0.001 0.070 0.001 0.000 0.000 0.000 0.000 0.006
3.708 142.400 10.000 0.005 0.051 0.005 0.001 0.268 0.001 0.000 0.000 0.000 0.000 0.006
3.750 144.000 12.000 0.005 0.051 0.005 0.001 0.761 0.001 0.000 0.000 0.000 0.000 0.006
3.792 145.600 14.000 0.005 0.052 0.005 0.001 1.795 0.001 0.000 0.000 0.000 0.105 0.112
3.833 147.200 16.000 0.005 0.052 0.005 0.001 3.723 0.001 0.000 0.000 0.000 0.298 0.304
3.875 148.800 18.000 0.005 0.052 0.005 0.001 7.022 0.001 0.000 0.000 0.000 0.548 0.554
3.917 150.400 20.000 0.005 0.052 0.005 0.001 12.318 0.001 0.000 0.000 0.000 0.844 0.850
3.958 152.000 22.000 0.005 0.053 0.005 0.001 20.398 0.001 0.000 0.000 0.000 1.179 1.186
4.000 153.600 24.000 0.005 0.053 0.005 0.001 32.236 0.001 0.000 0.000 0.000 1.550 1.556
--
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-•
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-.. -
-
ATTACHMENT 5
Point of Compliance Exhibit, Existing and Developed DMA Maps,
Project Plan and Detention Section Sketches
------------
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-
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ATTACHMENT 6
SWMM Input Data in Input Format
(Existing & Proposed Models)
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
[TITLE] Pre-Dev Input (POC-1)
; ;Project Title/Notes
439-01 Martin Residence-Pre Development Condition Model
[OPTIONS]
; ;option
FLOW_UNITS
INFILTRATION
FLOW_ROUTING
LINK_OFFSETS
MIN_SLOPE
ALLOW_PONDING
SKIP_STEADY_STATE
START_DATE
START_TIME
REPORT_START_DATE
REPORT_START_TIME
END_DATE
END_TIME
SWEEP_START
SWEEP_END
DRY_DAYS
REPORT_STEP
WET_STEP
DRY_STEP
ROUTING_STEP
INERTIAL_DAMPING
NORMAL_FLOW_LIMITED
FORCE_MAIN_EQUATION
VARIABLE_STEP
LENGTHENING_STEP
MIN_SURFAREA
MAX_TRIALS
HEAD_TOLERANCE
SYS_FLOW_TOL
LAT_FLOW_TOL
MINIMUM_STEP
THREADS
value
CFS
GREEN_AMPT
KINWAVE
DEPTH
0
NO
NO
08/28/1951
05:00:00
08/28/1951
05:00:00
05/23/2008
23:00:00
01/01
12/31
0
01:00:00
00:15:00
04:00:00
0:01:00
PARTIAL
BOTH
H-W
0.75
0
0
0
0
5
5
0. 5
1
[EVAPORATION]
; ; Data source Parameters
; ;
MONTHLY
SWMM 5.1
0.030 0.050 0.080 0.110 0.130 0.150 0.150 0.130 0.110 0.080 0.040 0.020
Page 1
I I I I I I I I I I I I I I I I 11 I I 11 It II 11 11 11 11 11 11
DRY_ONLY
[RAINGAGES]
; ;Name
'' OCEANSIDE
[SUBCATCHMENTS]
Pre-Dev Input (POC-1)
NO
Format Interval SCF source
INTENSITY 1:00 1.0 TIMESERIES OCEANSIDE
;;Name Rain Gage outlet Area %Imperv width %slope curbLen snowPack
'' DMA_l OCEANSIDE POC-1 0.197 0 69 25 0
[SUBAREAS] ;;subcatchment N-Imperv N-Perv S-Imperv S-Perv Pctzero RouteTo PctRouted
'' DMA_l 0.012 .06 0.05 0.1 25 OUTLET
[INFILTRATION]
; ;subcatchment suction Ksat IMD
'' DMA_l 3 0.2 0.32
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
'' POC-1 0 FREE NO
[TIMESERIES]
;;Name Date Time value
'' OCEANSIDE FILE "x:\ENGR\HMP\Rain Gages\Oceanside\Oside_HOURLY.prn"
[REPORT]
;;Reporting Options
INPUT NO
CONTROLS NO
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS
units
SWMM 5.1
2182.681359 6021.851375 2183.279716 6040.229030
Degrees
Page 2
I I 11 II 111111 I I J I I I • I I I I I I I I I I I I I I I I I I
[COORDINATES]
; ;Node
'' POC-1
[VERTICES] ; ; Link
''
[Polygons]
; ;subcatchment
'' DMA_l
[SYMBOLS] ; ;Gage
'' OCEANSIDE
SWMM 5.1
x-coord
2182.903000
X-Coord
Pre-Dev Input (POC-1)
Y-Coord
6028.978143
Y-Coord
x-coord v-coord
2182.902773 6036.961572
x-coord v-coord
2182.903000 6039.000000
Page 3
I I I I I I I I I I I I I I I I I I I I I I I t I I I I I I I I I I I I I I
[TITLE] Post-Dev Input (POC-1)
; ;Project Title/Notes
439-01 Martin Residence-Post Development Condition Model
[OPTIONS]
; ;option
FLOW_UNITS
IN FILTRATION
FLOW_ROUTING
LINK_OFFSETS
MIN_SLOPE
ALLOW_PONDING
SKIP_STEADY_STATE
START_DATE
START_TIME
REPORT_START_DATE
REPORT_START_TIME
END_DATE
END_TIME
SWEEP_START
SWEEP_END
DRY_DAYS
REPORT_STEP
WET_STEP
DRY_STEP
ROUTING_STEP
INERTIAL_DAMPING
NORMAL_FLOW_LIMITED
FORCE_MAIN_EQUATION
VARIABLE_STEP
LENGTHENING_STEP
MIN_SURFAREA
MAX_TRIALS
HEAD_TOLERANCE
SYS_FLOW_TOL
LAT_FLOW_TOL
MINIMUM_STEP
THREADS
value
CFS
GREEN_AMPT
KINWAVE
DEPTH
0
NO
NO
08/28/1951
05 :00 :00
08/28/1951
05 :00:00
05/23/2008
23:00:00
01/01
12/31
0
01:00:00
00:15:00
04:00:00
0:01:00
PARTIAL
BOTH
H-W
0.75
0
0
0
0
5
5
0. 5
1
[EVAPORATION]
; ;Data source Parameters
; ;
MONTHLY
SWMM 5 .1
0.030 0.050 0.080 0.110 0.130 0.150 0.150 0.130 0.110 0.080 0.040 0.020
Page 1
I 1 I I I 1 I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I 1 I I
DRY_ONLY
[RAINGAGES]
; ;Name
'' OCEANSIDE
[SUBCATCHMENTS]
Post-Dev Input (POC-1)
NO
Format Interval SCF source
INTENSITY 1:00 1.0 TIMESERIES OCEANSIDE
; ;Name Rain Gage Outlet Area %Imperv Width %Slope curbLen --------------------------------------------------------------------------------------'' DMA_l-1 OCEANSIDE STOR_l-1 .1852 79.1 504 15
BY-PASS_l-1 OCEANSIDE POC-1 .0006 100 4 0
[SUBAREAS]
; ;subcatchment N-Imperv N-Perv S-Imperv S-Perv Pctzero RouteTo ------------------------------------------------------ --------------------'' DMA_l-1 0.012 .08 0.05 0.1 25 OUTLET
BY-PASS_l-1 0.012 .08 0.05 0.1 25 OUTLET
[INFILTRATION]
; ;subcatchment suction Ksat IMD
'' DMA_l-1 9 .01875 0.3
BY-PASS_l-1 9 .01875 0.3
[OUTFALLS]
; ;Name Elevation Type Stage Data Gated Route To
'' POC-1
[STORAGE]
; ;Name
Ksat
''
0
Elev.
IMD
0
FREE NO
MaxDepth InitDepth Shape curve Name/Params
4 0 TABULAR SURF_l
0
0
PctRouted ----------
N/A
0
SnowPack
Fevap Psi
0 STOR_l-1
[OUTLETS]
; ;Name From Node To Node offset Type QTable/Qcoeff Qexpon Gated
; ;
1 STOR_l-1 POC-1 0 TABULAR/DEPTH OUT_l NO
[CURVES]
; ;Name Type x-value v-value
; ;
SWMM 5.1 Page 2
I I I I I I I I I I I I I I I I I I I t I I I I I I I I I I I I I I I I l I
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
SWMM 5.1
Rating 0.000
0.042
0.083
0.125
0.167
0.208
0.250
0.292
0. 333
0.375
0.417
0.458 0. 500
0.542 0.583
0.625
0.667
0.708
0.750
0.792 0.833
0.875
0.917
0.958
1.000
1.042
1.083
1.125 1.167
1.208
1.250
1. 292
1. 333
1. 375 1.417
1.458
1. 500
1. 542
1. 583
1.625
1.667
1.708 1. 750
1.792
1.833
0.000
0.001
0.001
0.001
0.001
0.001 0.001
0.001
0.001
0.002
0.002
0.002
0.002
0.002 0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.003
0.003
0.003
0.003
0.003
0.003
0.003 0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003 0.003
0.003
0.003
0.003 0.004
0.004
Post-Dev Input (POC-1)
Page 3
I I I I 11 11 11 I I I 1 I I I I 11 I I 11 11 11 11 11 II II 11
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
SWMM 5.1
1.875
1.917
1.958
2.000 2.042
2.083
2.125
2.167
2.208
2.250
2.292 2. 333
2.375
2.417
2.458
2.500
2.542
2.583
2.625 2.667
2.708
2.750
2.792
2 .833
2.875
2.917 2.958
3.000 3.042
3.083
3 .125
3.167
3.208
3.250
3.292
3. 333
3.375
3.417
3.458
3.500
3.542
3.583
3.625 3.667
3.708
0.004
0.004
0.004 0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.004 0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.004 0.004
0.004
0.004
0.004
0.004
0.005
0.005
0.005 0.005
0.005
0.005
0.005
0.005
0.005
0.005
0.006
0.006
0.006
0.006
0.006
0.006
0.006
0.006 0.006
0.006
Post-Dev Input (POC-1)
Page 4
II II II II II II 11 11 11 11 11 11 II II II II II It II
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
OUT_l
'
3.750
3.792
3 .833
3.875
3.917
3.958
4.000
0.006 0.112
0.305 0.555
0.850
1.186
1. 557
SURF_l Storage O 325
SURF_l 4 325
[TIMES ERIES]
; ;Name Date Time value
''
Post-Dev Input (POC-1)
OCEANSIDE FILE "x:\ENGR\HMP\Rain Gages\Oceanside\Oside_HOURLY.prn"
[REPORT]
; ;Reporting Options
INPUT NO
CONTROLS NO
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS 191.920 4920.830 1021.827 5718.627
units None
[COORDINATES]
;;Node x-coord v-coord
'' POC-1 597.451 5027.622
STOR_l-1 597.451 5362.131
[VERTICES]
;;Link X-Coord Y-Coord
''
[Polygons]
;;subcatchment x-coord v-coord --------------------------------------------------'' DMA_l-1 597.451 5525.460
DMA_l-1 597.451 5525.460
SWMM 5.1 Page 5
I 1 I I I I I I I I I f f I 11 I J 11 11 II II II II II II II
BY-PASS_l-1
BY-PASS_l-1
BY-PASS_l-1
BY-PASS_l-1
BY-PASS_l-1
[SYMBOLS]
749.786
749.786
749.786
749.786
749.786
5362.131
5362 .131
5362.131
5362 .131
5362 .131
;;Gage x-coord Y-Coord
'' OCEANSIDE 597.451 5629.110
SWMM 5.1
Post-Dev Input (POC-1)
Page 6
---
""' -ATTACHMENT 7
-SWMM Screens and Explanation of Significant Variables
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•
ATTACHMENT 7
EPA SWMM FIGURES AND EXPLANATIONS
Per the attached, the reader can see the screens associated with the EPA-SWMM Model in both
pre-development and post-development conditions. Each portion, i.e., sub-catchments,
storage units, weirs and orifices as a discharge, and outfalls (point of compliance), are also
shown.
Variables for modeling are associated with typical recommended values by the EPA-SWMM
model and the Model BMP Design Manual San Diego Region.
Soil characteristics of the existing soils were determined from the site specific NRCS Soil Survey.
Some values incorporated within the SWMM model have been determined from the
professional experience of TRWE using conservative assumptions that have a tendency to
increase the size of the needed BMP and also generate a long-term runoff as a percentage of
rainfall similar to those measured in gage stations in Southern California by the USGS.
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--
... -... ----
• .. --------------..
--
EXPLANATION OF SELECTED VARIABLES
Sub Catchment Areas:
Please refer to the attached diagrams that indicate the OMA and biofiltration BMP sub-areas modeled
within the project site at both the pre and post developed conditions draining to the POC.
Parameters for the pre-developed model include soils type D as determined from the NRCS Web Soil
Survey (see Attachment 8). Suction head, conductivity and initial deficit correspond to average values
expected for this soil type, according to the Model BMP Design Manual San Diego Region (BMPDM).
Type D soil has been assumed in post-developed conditions to account for the anticipated fill soils
onsite, as required by the BMPDM.
In the pre-developed condition, the pervious overland flow roughness value (N-perv) was selected to
reflect the predominantly barren pervious surface (up to a height of 0.1 feet), which includes surfaces
currently covered by existing impervious surfaces (which are assumed not to exist under the 2013 MS4
Permit), as documented in the existing conditions OMA exhibit. Existing vegetation is highly sparse and
areas currently covered by existing impervious surfaces are barren; therefore, to provide documentation
consistent with Table G.1-4 of the BMP Design Manual, we referenced Colorado State University's
"Influence of Simplifications in Watershed Geometry in Simulation of Surface Runoff' (Lane, Woolhiser,
and Yevjevich, 1975) to assign a conservative value of 0.06 to represent a sparsely vegetated surface
(ranges from 0.053 to 0.13), although the site is predominantly bare soil (ranges from 0.012 to 0.033). In
the post-developed condition, the pervious overland flow roughness value was selected to reflect the
pervious vegetated surfaces typical of urban residential landscaped features, such as grass lawns (turf)
and mulch layers for other landscaped areas. Therefore, the conservative BMPDM default value of 0.15
was assigned .
Selection of a Kinematic Approach: As the continuous model is based on hourly rainfall, and the time of
concentration for the pre-development and post-development conditions is significantly smaller than 60
minutes, precise routing of the flows through the impervious surfaces, the underdrain pipe system, and
the discharge pipe was considered unnecessary. The truncation error of the precipitation into hourly
steps is much more significant than the precise routing in a system where the time of concentration is
much smaller than 1 hour.
....
--
-..
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------------
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ATTACHMENT 8
Soil Map
-
--
-------------
-
-
---
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Hydrologic Soil Group-San Diego County Area, California
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (ND, BID, and CID). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (ND, B/0, or C/0), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
-USDA Natural Resources Web Soil Survey
iiiiiii Conservation Service National Cooperative Soil Survey
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1/23/2014
Page4 of4
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ATTACHMENT 9 -
Summary Files from the SWMM Model -
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1111 ----------------------
I I I I I I I I I I I I I a I I I I
Pre-Dev Output (POC-1)
EPA STORM WATER MANAGEMENT MODEL -VERSION 5.1 (Build 5.1.010)
439-01 Martin Residence-Pre Development Condition Model
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmel t . . . . . . . . . . . . . . . NO
Groundwater ............ NO
Flow Routing ........... NO
Water Quality .......... NO
Infiltration Method ...... GREEN AMPT
Starting Date ............ AUG-28-1951 05:00:00
Ending Date .............. MAY-23-2008 23:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 01:00:00
Wet Time Step ............ 00:15:00
Dry Time Step ............ 04:00:00
**************************
Runoff Quantity Continuity
**************************
Total Precipitation ..... .
Evaporation Loss ........ .
Infiltration Loss ....... .
Surface Runoff .......... .
Final Storage ........... .
Continuity Error (%)
SWMM5.1
Volume
acre-feet
11.085
0.020
10.707
0.404
0.000
-0.409
Depth
inches
675.250
1. 202
652.208
24.601
0.000
I I I t I t I I I I I a I I
Page 1 •
I I I I I I I I I I I I I I I J I 1 I I I I I j I t
Pre-Dev Output (POC-1)
**************************
Flow Routing Continuity
**************************
Dry Weather Inflow ...... .
Wet Weather Inflow ...... .
Groundwater Inflow ...... .
RDII Inflow ............. .
External Inflow ......... .
External Outflow ........ .
Flooding Loss ........... .
Evaporation Loss ........ .
Exfiltration Loss ....... .
Initial Stored Volume ... .
Final Stored Volume ..... .
Continuity Error (%) .... .
***************************
Subcatchment Runoff Summary
***************************
Subcatchment
OMA 1
Total
Precip
in
675.25
Volume
acre-feet
0.000
0.404
0.000
0.000
0.000
0.404
0.000
0.000
0.000
0.000
0.000
0.000
Total
Runon
in
0.00
Analysis begun on: Thu Nov 17 12:00:38 2016
Analysis ended on: Thu Nov 17 12:00:52 2016
Total elapsed time: 00:00:14
SWMM5.1
Volume
10"6 gal
0.000
0 .132
0.000
0.000
0.000
0.132
0.000
0.000
0.000
0.000
0.000
Total
Evap
in
1. 20
Total
Infil
in
652.21
Total
Runoff
in
24.60
I I I I I I
Total
Runoff
10"6 gal
0 .13
Peak
Runoff
CFS
0.20
I I
Runoff
Coeff
0.036
I I I I
Page 2
I I I I I I I I I t I I ' I I I I I I I I I
Post-Dev Output (POC-1)
EPA STORM WATER MANAGEMENT MODEL -VERSION 5.1 (Build 5.1.010)
439-01 Martin Residence-Post Development Condition Model
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ....... . YES
RDII .................. . NO
Snowmel t .............. . NO
Groundwater ........... . NO
Flow Routing .......... . YES
Ponding Allowed ....... . NO
Water Quality ......... . NO
Infiltration Method ..... . GREEN AMPT
Flow Routing Method ...... KINWAVE
Starting Date ............ AUG-28-1951 05:00:00
Ending Date .............. MAY-23-2008 23:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 01:00:00
Wet Time Step ............ 00:15:00
Dry Time Step ............ 04:00:00
Routing Time Step ........ 60.00 sec
**************************
Runoff Quantity Continuity
**************************
Total Precipitation ..... .
Evaporation Loss ........ .
Infiltration Loss ....... .
Surface Runoff .......... .
Final Storage ........... .
SWMM5.1
Volume
acre-feet
10.455
1.043
1. 528
8.102
0.001
Depth
inches
675.250
67.382
98.698
523.261
0.032
I I I I I i I I I I I f I t
Page 1
I I I I I I I I I I I I I I I I I I I I I I I I
Post-Dev Output (POC-1)
Continuity Error (%) -2.092
**************************
Flow Routing Continuity
Volume
acre-feet
**************************
Dry Weather Inflow ...... .
Wet Weather Inflow ...... .
Groundwater Inflow ...... .
ROI I Inflow ............. .
External Inflow ......... .
External Outflow ........ .
Flooding Loss ........... .
Evaporation Loss ........ .
Exfiltration Loss ....... .
Initial Stored Volume ... .
Final Stored Volume ..... .
Continuity Error (%)
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step
Average Time Step
Maximum Time Step
Percent in Steady State
Average Iterations per Step
Percent Not Converging
***************************
Subcatchment Runoff Summary
***************************
Total
SWMM5.1
0.000
8.102
0.000
0.000
0.000
8.101
0.000
0.000
0.000
0.000
0.000
0.010
60.00 sec
60.00 sec
60.00 sec
0.00
1.00
0.00
Total
Volume
10"6 gal
0.000
2.640
0.000
0.000
0.000
2.640
0.000
0.000
0.000
0.000
0.000
Total Total
I I I I I I I I I I I I I I
Total Total Peak Runoff
Page2
I I I I I I
Subcatchment
OMA 1-1
BY-PASS 1-1
I I
******************
Node Depth Summary
******************
Node
POC-1
STOR 1-1
*******************
Node Inflow Summary
*******************
Node
POC-1
STOR 1-1
I I I 1
Precip
in
675.25
675.25
Type
OUTFALL
STORAGE
Type
OUTFALL
STORAGE
**********************
Node Surcharge Summary
**********************
f 1 r 1 I 1 I I I I I I I t I I I I I I
Post-Dev Output (POC-1)
Runon
in
Evap
in
Infil
in
Runoff
in
Runoff
10"6 gal
0.00
0.00
65.41
674.69
99.02
0.00
524. 96
0.00
2.64
0.00
Average
Depth
Feet
0.00
0.07
Maximum
Lateral
Inflow
CFS
0.00
0.22
Maximum
Depth
Feet
0.00
3.82
Maximum
Total
Inflow
CFS
0.22
0.22
Maximum
HGL
Feet
Time of Max
Occurrence
days hr:min
Reported
Max Depth
Feet
0.00
3.82
0
18857
Time of Max
Occurrence
days hr:min
18857
18857
11: 50
12:01
00:00
11: 50
Lateral
Inflow
Volume
10"6 gal
0
2.64
0.00
3.82
Total
Inflow
Volume
10"6 gal
2.64
2.64
Runoff
CFS
0.22
0.00
Flow
Balance
Error
Percent
0.000
0.010
Surcharging occurs when water rises above the top of the highest conduit.
Node Type
SWMM5.1
Hours
Surcharged
Max. Height
Above Crown
Feet
Min. Depth
Below Rim
Feet
I I
Coeff
0. 777
0.000
I I I I
Page 3
I I I I I I I I I I I
STOR 1-1 STORAGE
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
Storage Unit
STOR 1-1
Average
Volume
1000 ft3
0.023
***********************
Outfall Loading Summary
***********************
Outfall Node
POC-1
System
********************
Link Flow Summary
********************
SWMM5.1
Flow
Freq
Pent
9.44
9.44
I I I I I I I I I
Post-Dev Output (POC-1)
497370.00
Avg
Pent
Full
Avg
Flow
CFS
0.00
0.00
2
Evap Exfil
Pent Pent
Loss Loss
0
Max
Flow
CFS
0.22
0.22
0
Maximum Time of Max
3.816
Maximum
Volume
1000 ft3
Total
Volume
10"6 gal
2.640
2.640
1. 279
Maximum
0.184
Max
Pent
Full
95
Max/
I I I I I I
Time of Max
Occurrence
days hr:min
18857 11:49
Max/
I I
Maximum
Outflow
CFS
0.22
I I I I I I
Page4
I I I I I I I I I I I J
Link Type
1 DUMMY
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Thu Nov 17
Analysis ended on: Thu Nov 17
Total elapsed time: 00:00:26
SWMM5.1
I 1 I I f I I I I I I 1
Post-Dev Output (POC-1)
IFlowl Occurrence
CFS days hr:min
0.22 18857 11: 50
14:17:55 2016
14:18:21 2016
IVelocl
ft/sec
Full
Flow
a I
Full
Depth
I I I I I I I I I .I I I
Page5