F.2.l
Packet Pg. 840 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR1003100
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/31/20 File: 3828PR1003100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
PROPOSED CONDITION 100-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.
Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.
Length along longest watercourse measured to centroid = 0.242 Mi.
Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.080 Hr.
Lag time = 4.78 Min.
25% of lag time = 1.19 Min.
40% of lag time = 1.91 Min.
Unit time = 5.00 Min.
Duration of storm = 3 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 0.80 53.68
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 1.86 124.81
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.800(In)
Area Averaged 100-Year Rainfall = 1.860(In)
Point rain (area averaged) = 1.860(In)
Areal adjustment factor = 99.97 %
Adjusted average point rain = 1.859(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
67.100 56.00 0.900
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
56.0 74.8 0.305 0.900 0.058 1.000 0.058
Sum (F) = 0.058
F.2.l
Packet Pg. 841 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR1003100
Area averaged mean soil loss (F) (In/Hr) = 0.058
Minimum soil loss rate ((In/Hr)) = 0.029
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.100
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 104.614 20.612 13.939
2 0.167 209.229 48.679 32.919
3 0.250 313.843 14.978 10.129
4 0.333 418.458 6.821 4.613
5 0.417 523.072 3.802 2.571
6 0.500 627.687 2.435 1.647
7 0.583 732.301 1.462 0.989
8 0.667 836.916 1.210 0.818
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 1.30 0.290 ( 0.058) 0.029 0.261
2 0.17 1.30 0.290 ( 0.058) 0.029 0.261
3 0.25 1.10 0.245 ( 0.058) 0.025 0.221
4 0.33 1.50 0.335 ( 0.058) 0.033 0.301
5 0.42 1.50 0.335 ( 0.058) 0.033 0.301
6 0.50 1.80 0.402 ( 0.058) 0.040 0.361
7 0.58 1.50 0.335 ( 0.058) 0.033 0.301
8 0.67 1.80 0.402 ( 0.058) 0.040 0.361
9 0.75 1.80 0.402 ( 0.058) 0.040 0.361
10 0.83 1.50 0.335 ( 0.058) 0.033 0.301
11 0.92 1.60 0.357 ( 0.058) 0.036 0.321
12 1.00 1.80 0.402 ( 0.058) 0.040 0.361
13 1.08 2.20 0.491 ( 0.058) 0.049 0.442
14 1.17 2.20 0.491 ( 0.058) 0.049 0.442
15 1.25 2.20 0.491 ( 0.058) 0.049 0.442
16 1.33 2.00 0.446 ( 0.058) 0.045 0.402
17 1.42 2.60 0.580 ( 0.058) 0.058 0.522
18 1.50 2.70 0.602 0.058 ( 0.060) 0.544
19 1.58 2.40 0.536 ( 0.058) 0.054 0.482
20 1.67 2.70 0.602 0.058 ( 0.060) 0.544
21 1.75 3.30 0.736 0.058 ( 0.074) 0.678
22 1.83 3.10 0.692 0.058 ( 0.069) 0.634
23 1.92 2.90 0.647 0.058 ( 0.065) 0.589
24 2.00 3.00 0.669 0.058 ( 0.067) 0.611
25 2.08 3.10 0.692 0.058 ( 0.069) 0.634
26 2.17 4.20 0.937 0.058 ( 0.094) 0.879
27 2.25 5.00 1.116 0.058 ( 0.112) 1.058
28 2.33 3.50 0.781 0.058 ( 0.078) 0.723
29 2.42 6.80 1.517 0.058 ( 0.152) 1.459
30 2.50 7.30 1.629 0.058 ( 0.163) 1.571
31 2.58 8.20 1.830 0.058 ( 0.183) 1.772
32 2.67 5.90 1.316 0.058 ( 0.132) 1.258
33 2.75 2.00 0.446 ( 0.058) 0.045 0.402
34 2.83 1.80 0.402 ( 0.058) 0.040 0.361
35 2.92 1.80 0.402 ( 0.058) 0.040 0.361
36 3.00 0.60 0.134 ( 0.058) 0.013 0.120
(Loss Rate Not Used)
Sum = 100.0 Sum = 20.6
Flood volume = Effective rainfall 1.72(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 9.6(Ac.Ft)
Total soil loss = 0.14(In)
Total soil loss = 0.777(Ac.Ft)
Total rainfall = 1.86(In)
Flood volume = 419079.2 Cubic Feet
Total soil loss = 33833.6 Cubic Feet
--------------------------------------------------------------------
F.2.l
Packet Pg. 842 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR1003100
Peak flow rate of this hydrograph = 103.548(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0
----------------------------------------------------------------------- 0+ 5 0.0251 3.64 Q | | | |
0+10 0.1094 12.24 V Q | | | |
0+15 0.2080 14.32 V Q | | | |
0+20 0.3136 15.33 |V Q | | | |
0+25 0.4392 18.24 |V Q | | | |
0+30 0.5779 20.14 | V Q | | | |
0+35 0.7280 21.81 | VQ | | | |
0+40 0.8770 21.63 | VQ | | | |
0+45 1.0380 23.37 | Q | | | |
0+50 1.1968 23.07 | Q | | | |
0+55 1.3459 21.65 | QV | | | |
1+ 0 1.5000 22.38 | Q V | | | |
1+ 5 1.6710 24.83 | Q V | | | |
1+10 1.8627 27.83 | Q V | | | |
1+15 2.0613 28.83 | Q V | | | |
1+20 2.2591 28.72 | Q V| | | |
1+25 2.4611 29.32 | Q V | | |
1+30 2.6910 33.38 | Q |V | | |
1+35 2.9279 34.40 | Q | V | | |
1+40 3.1617 33.95 | Q | V | | |
1+45 3.4206 37.59 | Q | V | | |
1+50 3.7095 41.94 | Q | V | | |
1+55 3.9950 41.46 | Q | V | | |
2+ 0 4.2749 40.64 | Q | V | | |
2+ 5 4.5602 41.43 | Q | V | | |
2+10 4.8751 45.73 | Q| V | |
2+15 5.2651 56.63 | |Q |V | |
2+20 5.6816 60.48 | | Q | V | |
2+25 6.1133 62.68 | | Q | V | |
2+30 6.7095 86.57 | | Q | V | |
2+35 7.3973 99.87 | | Q| V |
2+40 8.1105 103.55 | | Q | V |
2+45 8.6543 78.97 | | Q | | V |
2+50 8.9795 47.23 | Q| | | V |
2+55 9.2275 36.01 | Q | | | V |
3+ 0 9.4204 28.01 | Q | | | V|
3+ 5 9.5268 15.45 | Q | | | V|
3+10 9.5762 7.18 |Q | | | V|
3+15 9.6004 3.51 Q | | | V|
3+20 9.6113 1.59 Q | | | V|
3+25 9.6172 0.85 Q | | | V|
3+30 9.6201 0.42 Q | | | V|
3+35 9.6207 0.10 Q | | | V|
-----------------------------------------------------------------------
F.2.l
Packet Pg. 843 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR1006100
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/31/20 File: 3828PR1006100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
PROPOSED CONDITION 100-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.
Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.
Length along longest watercourse measured to centroid = 0.242 Mi.
Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.080 Hr.
Lag time = 4.78 Min.
25% of lag time = 1.19 Min.
40% of lag time = 1.91 Min.
Unit time = 5.00 Min.
Duration of storm = 6 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 1.15 77.16
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 2.50 167.75
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.150(In)
Area Averaged 100-Year Rainfall = 2.500(In)
Point rain (area averaged) = 2.500(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 2.499(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
67.100 56.00 0.900
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
56.0 74.8 0.305 0.900 0.058 1.000 0.058
Sum (F) = 0.058
F.2.l
Packet Pg. 844 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR1006100
Area averaged mean soil loss (F) (In/Hr) = 0.058
Minimum soil loss rate ((In/Hr)) = 0.029
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.100
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 104.614 20.612 13.939
2 0.167 209.229 48.679 32.919
3 0.250 313.843 14.978 10.129
4 0.333 418.458 6.821 4.613
5 0.417 523.072 3.802 2.571
6 0.500 627.687 2.435 1.647
7 0.583 732.301 1.462 0.989
8 0.667 836.916 1.210 0.818
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.50 0.150 ( 0.058) 0.015 0.135
2 0.17 0.60 0.180 ( 0.058) 0.018 0.162
3 0.25 0.60 0.180 ( 0.058) 0.018 0.162
4 0.33 0.60 0.180 ( 0.058) 0.018 0.162
5 0.42 0.60 0.180 ( 0.058) 0.018 0.162
6 0.50 0.70 0.210 ( 0.058) 0.021 0.189
7 0.58 0.70 0.210 ( 0.058) 0.021 0.189
8 0.67 0.70 0.210 ( 0.058) 0.021 0.189
9 0.75 0.70 0.210 ( 0.058) 0.021 0.189
10 0.83 0.70 0.210 ( 0.058) 0.021 0.189
11 0.92 0.70 0.210 ( 0.058) 0.021 0.189
12 1.00 0.80 0.240 ( 0.058) 0.024 0.216
13 1.08 0.80 0.240 ( 0.058) 0.024 0.216
14 1.17 0.80 0.240 ( 0.058) 0.024 0.216
15 1.25 0.80 0.240 ( 0.058) 0.024 0.216
16 1.33 0.80 0.240 ( 0.058) 0.024 0.216
17 1.42 0.80 0.240 ( 0.058) 0.024 0.216
18 1.50 0.80 0.240 ( 0.058) 0.024 0.216
19 1.58 0.80 0.240 ( 0.058) 0.024 0.216
20 1.67 0.80 0.240 ( 0.058) 0.024 0.216
21 1.75 0.80 0.240 ( 0.058) 0.024 0.216
22 1.83 0.80 0.240 ( 0.058) 0.024 0.216
23 1.92 0.80 0.240 ( 0.058) 0.024 0.216
24 2.00 0.90 0.270 ( 0.058) 0.027 0.243
25 2.08 0.80 0.240 ( 0.058) 0.024 0.216
26 2.17 0.90 0.270 ( 0.058) 0.027 0.243
27 2.25 0.90 0.270 ( 0.058) 0.027 0.243
28 2.33 0.90 0.270 ( 0.058) 0.027 0.243
29 2.42 0.90 0.270 ( 0.058) 0.027 0.243
30 2.50 0.90 0.270 ( 0.058) 0.027 0.243
31 2.58 0.90 0.270 ( 0.058) 0.027 0.243
32 2.67 0.90 0.270 ( 0.058) 0.027 0.243
33 2.75 1.00 0.300 ( 0.058) 0.030 0.270
34 2.83 1.00 0.300 ( 0.058) 0.030 0.270
35 2.92 1.00 0.300 ( 0.058) 0.030 0.270
36 3.00 1.00 0.300 ( 0.058) 0.030 0.270
37 3.08 1.00 0.300 ( 0.058) 0.030 0.270
38 3.17 1.10 0.330 ( 0.058) 0.033 0.297
39 3.25 1.10 0.330 ( 0.058) 0.033 0.297
40 3.33 1.10 0.330 ( 0.058) 0.033 0.297
41 3.42 1.20 0.360 ( 0.058) 0.036 0.324
42 3.50 1.30 0.390 ( 0.058) 0.039 0.351
43 3.58 1.40 0.420 ( 0.058) 0.042 0.378
44 3.67 1.40 0.420 ( 0.058) 0.042 0.378
45 3.75 1.50 0.450 ( 0.058) 0.045 0.405
46 3.83 1.50 0.450 ( 0.058) 0.045 0.405
F.2.l
Packet Pg. 845 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR1006100
47 3.92 1.60 0.480 ( 0.058) 0.048 0.432
48 4.00 1.60 0.480 ( 0.058) 0.048 0.432
49 4.08 1.70 0.510 ( 0.058) 0.051 0.459
50 4.17 1.80 0.540 ( 0.058) 0.054 0.486
51 4.25 1.90 0.570 ( 0.058) 0.057 0.513
52 4.33 2.00 0.600 0.058 ( 0.060) 0.542
53 4.42 2.10 0.630 0.058 ( 0.063) 0.572
54 4.50 2.10 0.630 0.058 ( 0.063) 0.572
55 4.58 2.20 0.660 0.058 ( 0.066) 0.602
56 4.67 2.30 0.690 0.058 ( 0.069) 0.632
57 4.75 2.40 0.720 0.058 ( 0.072) 0.662
58 4.83 2.40 0.720 0.058 ( 0.072) 0.662
59 4.92 2.50 0.750 0.058 ( 0.075) 0.692
60 5.00 2.60 0.780 0.058 ( 0.078) 0.722
61 5.08 3.10 0.930 0.058 ( 0.093) 0.872
62 5.17 3.60 1.080 0.058 ( 0.108) 1.022
63 5.25 3.90 1.170 0.058 ( 0.117) 1.112
64 5.33 4.20 1.260 0.058 ( 0.126) 1.202
65 5.42 4.70 1.410 0.058 ( 0.141) 1.352
66 5.50 5.60 1.680 0.058 ( 0.168) 1.622
67 5.58 1.90 0.570 ( 0.058) 0.057 0.513
68 5.67 0.90 0.270 ( 0.058) 0.027 0.243
69 5.75 0.60 0.180 ( 0.058) 0.018 0.162
70 5.83 0.50 0.150 ( 0.058) 0.015 0.135
71 5.92 0.30 0.090 ( 0.058) 0.009 0.081
72 6.00 0.20 0.060 ( 0.058) 0.006 0.054
(Loss Rate Not Used)
Sum = 100.0 Sum = 27.5
Flood volume = Effective rainfall 2.29(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 12.8(Ac.Ft)
Total soil loss = 0.21(In)
Total soil loss = 1.164(Ac.Ft)
Total rainfall = 2.50(In)
Flood volume = 558070.0 Cubic Feet
Total soil loss = 50722.1 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 89.787(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 22.5 45.0 67.5 90.0
----------------------------------------------------------------------- 0+ 5 0.0130 1.88 Q | | | |
0+10 0.0591 6.70 V Q | | | |
0+15 0.1208 8.96 V Q | | | |
0+20 0.1887 9.86 V Q | | | |
0+25 0.2599 10.33 V Q | | | |
0+30 0.3356 11.00 |V Q | | | |
0+35 0.4187 12.06 |V Q | | | |
0+40 0.5046 12.48 |V Q | | | |
0+45 0.5915 12.62 |V Q | | | |
0+50 0.6790 12.69 | V Q | | | |
0+55 0.7667 12.74 | V Q | | | |
1+ 0 0.8572 13.14 | V Q | | | |
1+ 5 0.9539 14.05 | V Q | | | |
1+10 1.0526 14.32 | V Q | | | |
1+15 1.1521 14.45 | V Q | | | |
1+20 1.2521 14.52 | V Q | | | |
1+25 1.3524 14.56 | V Q | | | |
1+30 1.4528 14.59 | V Q | | | |
1+35 1.5535 14.61 | V Q | | | |
1+40 1.6541 14.61 | VQ | | | |
1+45 1.7547 14.61 | VQ | | | |
1+50 1.8553 14.61 | VQ | | | |
1+55 1.9560 14.61 | Q | | | |
2+ 0 2.0592 14.99 | Q | | | |
2+ 5 2.1659 15.50 | Q | | | |
2+10 2.2710 15.26 | QV | | | |
2+15 2.3812 16.00 | Q | | | |
2+20 2.4929 16.22 | Q | | | |
2+25 2.6053 16.32 | QV | | | |
2+30 2.7181 16.37 | QV | | | |
F.2.l
Packet Pg. 846 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR1006100
2+35 2.8311 16.41 | QV | | | |
2+40 2.9441 16.42 | Q V| | | |
2+45 3.0599 16.81 | Q V| | | |
2+50 3.1819 17.70 | Q V| | | |
2+55 3.3057 17.98 | Q V | | |
3+ 0 3.4303 18.10 | Q V | | |
3+ 5 3.5555 18.17 | Q |V | | |
3+10 3.6835 18.59 | Q |V | | |
3+15 3.8179 19.51 | Q |V | | |
3+20 3.9542 19.80 | Q | V | | |
3+25 4.0941 20.30 | Q| V | | |
3+30 4.2431 21.64 | Q| V | | |
3+35 4.4030 23.22 | Q V | | |
3+40 4.5720 24.54 | Q V | | |
3+45 4.7470 25.40 | |Q V | | |
3+50 4.9297 26.53 | |Q V | | |
3+55 5.1178 27.32 | | Q V | | |
4+ 0 5.3136 28.43 | | Q V | | |
4+ 5 5.5147 29.20 | | Q V | | |
4+10 5.7258 30.65 | | Q V | | |
4+15 5.9482 32.29 | | Q V | | |
4+20 6.1826 34.05 | | Q V| | |
4+25 6.4300 35.91 | | Q V | |
4+30 6.6879 37.45 | | Q V | |
4+35 6.9527 38.45 | | Q |V | |
4+40 7.2293 40.16 | | Q | V | |
4+45 7.5189 42.05 | | Q | V | |
4+50 7.8190 43.58 | | Q| V | |
4+55 8.1260 44.57 | | Q| V | |
5+ 0 8.4446 46.26 | | Q V | |
5+ 5 8.7876 49.80 | | | Q V | |
5+10 9.1828 57.38 | | | Q V | |
5+15 9.6329 65.36 | | | QV |
5+20 10.1284 71.94 | | | |Q |
5+25 10.6730 79.07 | | | | V Q |
5+30 11.2913 89.79 | | | | V Q|
5+35 11.8822 85.80 | | | | VQ |
5+40 12.2238 49.60 | | | Q | V |
5+45 12.4328 30.34 | | Q | | V |
5+50 12.5742 20.54 | Q| | | V|
5+55 12.6751 14.65 | Q | | | V|
6+ 0 12.7420 9.72 | Q | | | V|
6+ 5 12.7825 5.87 | Q | | | V|
6+10 12.7976 2.19 Q | | | V|
6+15 12.8048 1.04 Q | | | V|
6+20 12.8085 0.54 Q | | | V|
6+25 12.8104 0.28 Q | | | V|
6+30 12.8112 0.12 Q | | | V|
6+35 12.8115 0.04 Q | | | V|
-----------------------------------------------------------------------
F.2.l
Packet Pg. 847 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR10024100
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/31/20 File: 3828PR10024100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
PROPOSED CONDITION 100-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.
Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.
Length along longest watercourse measured to centroid = 0.242 Mi.
Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.080 Hr.
Lag time = 4.78 Min.
25% of lag time = 1.19 Min.
40% of lag time = 1.91 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 1.75 117.42
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 4.50 301.95
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.750(In)
Area Averaged 100-Year Rainfall = 4.500(In)
Point rain (area averaged) = 4.500(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 4.499(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
67.100 56.00 0.900
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
56.0 74.8 0.305 0.900 0.058 1.000 0.058
Sum (F) = 0.058
F.2.l
Packet Pg. 848 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR10024100
Area averaged mean soil loss (F) (In/Hr) = 0.058
Minimum soil loss rate ((In/Hr)) = 0.029
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.100
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 104.614 20.612 13.939
2 0.167 209.229 48.679 32.919
3 0.250 313.843 14.978 10.129
4 0.333 418.458 6.821 4.613
5 0.417 523.072 3.802 2.571
6 0.500 627.687 2.435 1.647
7 0.583 732.301 1.462 0.989
8 0.667 836.916 1.210 0.818
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.07 0.036 ( 0.103) 0.004 0.032
2 0.17 0.07 0.036 ( 0.102) 0.004 0.032
3 0.25 0.07 0.036 ( 0.102) 0.004 0.032
4 0.33 0.10 0.054 ( 0.102) 0.005 0.049
5 0.42 0.10 0.054 ( 0.101) 0.005 0.049
6 0.50 0.10 0.054 ( 0.101) 0.005 0.049
7 0.58 0.10 0.054 ( 0.100) 0.005 0.049
8 0.67 0.10 0.054 ( 0.100) 0.005 0.049
9 0.75 0.10 0.054 ( 0.100) 0.005 0.049
10 0.83 0.13 0.072 ( 0.099) 0.007 0.065
11 0.92 0.13 0.072 ( 0.099) 0.007 0.065
12 1.00 0.13 0.072 ( 0.099) 0.007 0.065
13 1.08 0.10 0.054 ( 0.098) 0.005 0.049
14 1.17 0.10 0.054 ( 0.098) 0.005 0.049
15 1.25 0.10 0.054 ( 0.097) 0.005 0.049
16 1.33 0.10 0.054 ( 0.097) 0.005 0.049
17 1.42 0.10 0.054 ( 0.097) 0.005 0.049
18 1.50 0.10 0.054 ( 0.096) 0.005 0.049
19 1.58 0.10 0.054 ( 0.096) 0.005 0.049
20 1.67 0.10 0.054 ( 0.095) 0.005 0.049
21 1.75 0.10 0.054 ( 0.095) 0.005 0.049
22 1.83 0.13 0.072 ( 0.095) 0.007 0.065
23 1.92 0.13 0.072 ( 0.094) 0.007 0.065
24 2.00 0.13 0.072 ( 0.094) 0.007 0.065
25 2.08 0.13 0.072 ( 0.094) 0.007 0.065
26 2.17 0.13 0.072 ( 0.093) 0.007 0.065
27 2.25 0.13 0.072 ( 0.093) 0.007 0.065
28 2.33 0.13 0.072 ( 0.092) 0.007 0.065
29 2.42 0.13 0.072 ( 0.092) 0.007 0.065
30 2.50 0.13 0.072 ( 0.092) 0.007 0.065
31 2.58 0.17 0.090 ( 0.091) 0.009 0.081
32 2.67 0.17 0.090 ( 0.091) 0.009 0.081
33 2.75 0.17 0.090 ( 0.091) 0.009 0.081
34 2.83 0.17 0.090 ( 0.090) 0.009 0.081
35 2.92 0.17 0.090 ( 0.090) 0.009 0.081
36 3.00 0.17 0.090 ( 0.089) 0.009 0.081
37 3.08 0.17 0.090 ( 0.089) 0.009 0.081
38 3.17 0.17 0.090 ( 0.089) 0.009 0.081
39 3.25 0.17 0.090 ( 0.088) 0.009 0.081
40 3.33 0.17 0.090 ( 0.088) 0.009 0.081
41 3.42 0.17 0.090 ( 0.088) 0.009 0.081
42 3.50 0.17 0.090 ( 0.087) 0.009 0.081
43 3.58 0.17 0.090 ( 0.087) 0.009 0.081
44 3.67 0.17 0.090 ( 0.086) 0.009 0.081
45 3.75 0.17 0.090 ( 0.086) 0.009 0.081
46 3.83 0.20 0.108 ( 0.086) 0.011 0.097
F.2.l
Packet Pg. 849 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR10024100
47 3.92 0.20 0.108 ( 0.085) 0.011 0.097
48 4.00 0.20 0.108 ( 0.085) 0.011 0.097
49 4.08 0.20 0.108 ( 0.085) 0.011 0.097
50 4.17 0.20 0.108 ( 0.084) 0.011 0.097
51 4.25 0.20 0.108 ( 0.084) 0.011 0.097
52 4.33 0.23 0.126 ( 0.084) 0.013 0.113
53 4.42 0.23 0.126 ( 0.083) 0.013 0.113
54 4.50 0.23 0.126 ( 0.083) 0.013 0.113
55 4.58 0.23 0.126 ( 0.082) 0.013 0.113
56 4.67 0.23 0.126 ( 0.082) 0.013 0.113
57 4.75 0.23 0.126 ( 0.082) 0.013 0.113
58 4.83 0.27 0.144 ( 0.081) 0.014 0.130
59 4.92 0.27 0.144 ( 0.081) 0.014 0.130
60 5.00 0.27 0.144 ( 0.081) 0.014 0.130
61 5.08 0.20 0.108 ( 0.080) 0.011 0.097
62 5.17 0.20 0.108 ( 0.080) 0.011 0.097
63 5.25 0.20 0.108 ( 0.080) 0.011 0.097
64 5.33 0.23 0.126 ( 0.079) 0.013 0.113
65 5.42 0.23 0.126 ( 0.079) 0.013 0.113
66 5.50 0.23 0.126 ( 0.079) 0.013 0.113
67 5.58 0.27 0.144 ( 0.078) 0.014 0.130
68 5.67 0.27 0.144 ( 0.078) 0.014 0.130
69 5.75 0.27 0.144 ( 0.078) 0.014 0.130
70 5.83 0.27 0.144 ( 0.077) 0.014 0.130
71 5.92 0.27 0.144 ( 0.077) 0.014 0.130
72 6.00 0.27 0.144 ( 0.077) 0.014 0.130
73 6.08 0.30 0.162 ( 0.076) 0.016 0.146
74 6.17 0.30 0.162 ( 0.076) 0.016 0.146
75 6.25 0.30 0.162 ( 0.076) 0.016 0.146
76 6.33 0.30 0.162 ( 0.075) 0.016 0.146
77 6.42 0.30 0.162 ( 0.075) 0.016 0.146
78 6.50 0.30 0.162 ( 0.075) 0.016 0.146
79 6.58 0.33 0.180 ( 0.074) 0.018 0.162
80 6.67 0.33 0.180 ( 0.074) 0.018 0.162
81 6.75 0.33 0.180 ( 0.074) 0.018 0.162
82 6.83 0.33 0.180 ( 0.073) 0.018 0.162
83 6.92 0.33 0.180 ( 0.073) 0.018 0.162
84 7.00 0.33 0.180 ( 0.073) 0.018 0.162
85 7.08 0.33 0.180 ( 0.072) 0.018 0.162
86 7.17 0.33 0.180 ( 0.072) 0.018 0.162
87 7.25 0.33 0.180 ( 0.072) 0.018 0.162
88 7.33 0.37 0.198 ( 0.071) 0.020 0.178
89 7.42 0.37 0.198 ( 0.071) 0.020 0.178
90 7.50 0.37 0.198 ( 0.071) 0.020 0.178
91 7.58 0.40 0.216 ( 0.070) 0.022 0.194
92 7.67 0.40 0.216 ( 0.070) 0.022 0.194
93 7.75 0.40 0.216 ( 0.070) 0.022 0.194
94 7.83 0.43 0.234 ( 0.069) 0.023 0.211
95 7.92 0.43 0.234 ( 0.069) 0.023 0.211
96 8.00 0.43 0.234 ( 0.069) 0.023 0.211
97 8.08 0.50 0.270 ( 0.068) 0.027 0.243
98 8.17 0.50 0.270 ( 0.068) 0.027 0.243
99 8.25 0.50 0.270 ( 0.068) 0.027 0.243
100 8.33 0.50 0.270 ( 0.067) 0.027 0.243
101 8.42 0.50 0.270 ( 0.067) 0.027 0.243
102 8.50 0.50 0.270 ( 0.067) 0.027 0.243
103 8.58 0.53 0.288 ( 0.066) 0.029 0.259
104 8.67 0.53 0.288 ( 0.066) 0.029 0.259
105 8.75 0.53 0.288 ( 0.066) 0.029 0.259
106 8.83 0.57 0.306 ( 0.066) 0.031 0.275
107 8.92 0.57 0.306 ( 0.065) 0.031 0.275
108 9.00 0.57 0.306 ( 0.065) 0.031 0.275
109 9.08 0.63 0.342 ( 0.065) 0.034 0.308
110 9.17 0.63 0.342 ( 0.064) 0.034 0.308
111 9.25 0.63 0.342 ( 0.064) 0.034 0.308
112 9.33 0.67 0.360 ( 0.064) 0.036 0.324
113 9.42 0.67 0.360 ( 0.063) 0.036 0.324
114 9.50 0.67 0.360 ( 0.063) 0.036 0.324
115 9.58 0.70 0.378 ( 0.063) 0.038 0.340
116 9.67 0.70 0.378 ( 0.062) 0.038 0.340
117 9.75 0.70 0.378 ( 0.062) 0.038 0.340
118 9.83 0.73 0.396 ( 0.062) 0.040 0.356
119 9.92 0.73 0.396 ( 0.062) 0.040 0.356
120 10.00 0.73 0.396 ( 0.061) 0.040 0.356
121 10.08 0.50 0.270 ( 0.061) 0.027 0.243
122 10.17 0.50 0.270 ( 0.061) 0.027 0.243
123 10.25 0.50 0.270 ( 0.060) 0.027 0.243
F.2.l
Packet Pg. 850 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR10024100
124 10.33 0.50 0.270 ( 0.060) 0.027 0.243
125 10.42 0.50 0.270 ( 0.060) 0.027 0.243
126 10.50 0.50 0.270 ( 0.060) 0.027 0.243
127 10.58 0.67 0.360 ( 0.059) 0.036 0.324
128 10.67 0.67 0.360 ( 0.059) 0.036 0.324
129 10.75 0.67 0.360 ( 0.059) 0.036 0.324
130 10.83 0.67 0.360 ( 0.058) 0.036 0.324
131 10.92 0.67 0.360 ( 0.058) 0.036 0.324
132 11.00 0.67 0.360 ( 0.058) 0.036 0.324
133 11.08 0.63 0.342 ( 0.057) 0.034 0.308
134 11.17 0.63 0.342 ( 0.057) 0.034 0.308
135 11.25 0.63 0.342 ( 0.057) 0.034 0.308
136 11.33 0.63 0.342 ( 0.057) 0.034 0.308
137 11.42 0.63 0.342 ( 0.056) 0.034 0.308
138 11.50 0.63 0.342 ( 0.056) 0.034 0.308
139 11.58 0.57 0.306 ( 0.056) 0.031 0.275
140 11.67 0.57 0.306 ( 0.056) 0.031 0.275
141 11.75 0.57 0.306 ( 0.055) 0.031 0.275
142 11.83 0.60 0.324 ( 0.055) 0.032 0.292
143 11.92 0.60 0.324 ( 0.055) 0.032 0.292
144 12.00 0.60 0.324 ( 0.054) 0.032 0.292
145 12.08 0.83 0.450 ( 0.054) 0.045 0.405
146 12.17 0.83 0.450 ( 0.054) 0.045 0.405
147 12.25 0.83 0.450 ( 0.054) 0.045 0.405
148 12.33 0.87 0.468 ( 0.053) 0.047 0.421
149 12.42 0.87 0.468 ( 0.053) 0.047 0.421
150 12.50 0.87 0.468 ( 0.053) 0.047 0.421
151 12.58 0.93 0.504 ( 0.053) 0.050 0.454
152 12.67 0.93 0.504 ( 0.052) 0.050 0.454
153 12.75 0.93 0.504 ( 0.052) 0.050 0.454
154 12.83 0.97 0.522 0.052 ( 0.052) 0.470
155 12.92 0.97 0.522 0.051 ( 0.052) 0.470
156 13.00 0.97 0.522 0.051 ( 0.052) 0.471
157 13.08 1.13 0.612 0.051 ( 0.061) 0.561
158 13.17 1.13 0.612 0.051 ( 0.061) 0.561
159 13.25 1.13 0.612 0.050 ( 0.061) 0.561
160 13.33 1.13 0.612 0.050 ( 0.061) 0.562
161 13.42 1.13 0.612 0.050 ( 0.061) 0.562
162 13.50 1.13 0.612 0.050 ( 0.061) 0.562
163 13.58 0.77 0.414 ( 0.049) 0.041 0.373
164 13.67 0.77 0.414 ( 0.049) 0.041 0.373
165 13.75 0.77 0.414 ( 0.049) 0.041 0.373
166 13.83 0.77 0.414 ( 0.049) 0.041 0.373
167 13.92 0.77 0.414 ( 0.048) 0.041 0.373
168 14.00 0.77 0.414 ( 0.048) 0.041 0.373
169 14.08 0.90 0.486 0.048 ( 0.049) 0.438
170 14.17 0.90 0.486 0.048 ( 0.049) 0.438
171 14.25 0.90 0.486 0.047 ( 0.049) 0.438
172 14.33 0.87 0.468 ( 0.047) 0.047 0.421
173 14.42 0.87 0.468 ( 0.047) 0.047 0.421
174 14.50 0.87 0.468 0.047 ( 0.047) 0.421
175 14.58 0.87 0.468 0.046 ( 0.047) 0.421
176 14.67 0.87 0.468 0.046 ( 0.047) 0.422
177 14.75 0.87 0.468 0.046 ( 0.047) 0.422
178 14.83 0.83 0.450 ( 0.046) 0.045 0.405
179 14.92 0.83 0.450 ( 0.046) 0.045 0.405
180 15.00 0.83 0.450 ( 0.045) 0.045 0.405
181 15.08 0.80 0.432 ( 0.045) 0.043 0.389
182 15.17 0.80 0.432 ( 0.045) 0.043 0.389
183 15.25 0.80 0.432 ( 0.045) 0.043 0.389
184 15.33 0.77 0.414 ( 0.044) 0.041 0.373
185 15.42 0.77 0.414 ( 0.044) 0.041 0.373
186 15.50 0.77 0.414 ( 0.044) 0.041 0.373
187 15.58 0.63 0.342 ( 0.044) 0.034 0.308
188 15.67 0.63 0.342 ( 0.043) 0.034 0.308
189 15.75 0.63 0.342 ( 0.043) 0.034 0.308
190 15.83 0.63 0.342 ( 0.043) 0.034 0.308
191 15.92 0.63 0.342 ( 0.043) 0.034 0.308
192 16.00 0.63 0.342 ( 0.043) 0.034 0.308
193 16.08 0.13 0.072 ( 0.042) 0.007 0.065
194 16.17 0.13 0.072 ( 0.042) 0.007 0.065
195 16.25 0.13 0.072 ( 0.042) 0.007 0.065
196 16.33 0.13 0.072 ( 0.042) 0.007 0.065
197 16.42 0.13 0.072 ( 0.042) 0.007 0.065
198 16.50 0.13 0.072 ( 0.041) 0.007 0.065
199 16.58 0.10 0.054 ( 0.041) 0.005 0.049
200 16.67 0.10 0.054 ( 0.041) 0.005 0.049
F.2.l
Packet Pg. 851 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR10024100
201 16.75 0.10 0.054 ( 0.041) 0.005 0.049
202 16.83 0.10 0.054 ( 0.040) 0.005 0.049
203 16.92 0.10 0.054 ( 0.040) 0.005 0.049
204 17.00 0.10 0.054 ( 0.040) 0.005 0.049
205 17.08 0.17 0.090 ( 0.040) 0.009 0.081
206 17.17 0.17 0.090 ( 0.040) 0.009 0.081
207 17.25 0.17 0.090 ( 0.039) 0.009 0.081
208 17.33 0.17 0.090 ( 0.039) 0.009 0.081
209 17.42 0.17 0.090 ( 0.039) 0.009 0.081
210 17.50 0.17 0.090 ( 0.039) 0.009 0.081
211 17.58 0.17 0.090 ( 0.039) 0.009 0.081
212 17.67 0.17 0.090 ( 0.038) 0.009 0.081
213 17.75 0.17 0.090 ( 0.038) 0.009 0.081
214 17.83 0.13 0.072 ( 0.038) 0.007 0.065
215 17.92 0.13 0.072 ( 0.038) 0.007 0.065
216 18.00 0.13 0.072 ( 0.038) 0.007 0.065
217 18.08 0.13 0.072 ( 0.038) 0.007 0.065
218 18.17 0.13 0.072 ( 0.037) 0.007 0.065
219 18.25 0.13 0.072 ( 0.037) 0.007 0.065
220 18.33 0.13 0.072 ( 0.037) 0.007 0.065
221 18.42 0.13 0.072 ( 0.037) 0.007 0.065
222 18.50 0.13 0.072 ( 0.037) 0.007 0.065
223 18.58 0.10 0.054 ( 0.036) 0.005 0.049
224 18.67 0.10 0.054 ( 0.036) 0.005 0.049
225 18.75 0.10 0.054 ( 0.036) 0.005 0.049
226 18.83 0.07 0.036 ( 0.036) 0.004 0.032
227 18.92 0.07 0.036 ( 0.036) 0.004 0.032
228 19.00 0.07 0.036 ( 0.036) 0.004 0.032
229 19.08 0.10 0.054 ( 0.035) 0.005 0.049
230 19.17 0.10 0.054 ( 0.035) 0.005 0.049
231 19.25 0.10 0.054 ( 0.035) 0.005 0.049
232 19.33 0.13 0.072 ( 0.035) 0.007 0.065
233 19.42 0.13 0.072 ( 0.035) 0.007 0.065
234 19.50 0.13 0.072 ( 0.035) 0.007 0.065
235 19.58 0.10 0.054 ( 0.034) 0.005 0.049
236 19.67 0.10 0.054 ( 0.034) 0.005 0.049
237 19.75 0.10 0.054 ( 0.034) 0.005 0.049
238 19.83 0.07 0.036 ( 0.034) 0.004 0.032
239 19.92 0.07 0.036 ( 0.034) 0.004 0.032
240 20.00 0.07 0.036 ( 0.034) 0.004 0.032
241 20.08 0.10 0.054 ( 0.034) 0.005 0.049
242 20.17 0.10 0.054 ( 0.033) 0.005 0.049
243 20.25 0.10 0.054 ( 0.033) 0.005 0.049
244 20.33 0.10 0.054 ( 0.033) 0.005 0.049
245 20.42 0.10 0.054 ( 0.033) 0.005 0.049
246 20.50 0.10 0.054 ( 0.033) 0.005 0.049
247 20.58 0.10 0.054 ( 0.033) 0.005 0.049
248 20.67 0.10 0.054 ( 0.033) 0.005 0.049
249 20.75 0.10 0.054 ( 0.032) 0.005 0.049
250 20.83 0.07 0.036 ( 0.032) 0.004 0.032
251 20.92 0.07 0.036 ( 0.032) 0.004 0.032
252 21.00 0.07 0.036 ( 0.032) 0.004 0.032
253 21.08 0.10 0.054 ( 0.032) 0.005 0.049
254 21.17 0.10 0.054 ( 0.032) 0.005 0.049
255 21.25 0.10 0.054 ( 0.032) 0.005 0.049
256 21.33 0.07 0.036 ( 0.032) 0.004 0.032
257 21.42 0.07 0.036 ( 0.031) 0.004 0.032
258 21.50 0.07 0.036 ( 0.031) 0.004 0.032
259 21.58 0.10 0.054 ( 0.031) 0.005 0.049
260 21.67 0.10 0.054 ( 0.031) 0.005 0.049
261 21.75 0.10 0.054 ( 0.031) 0.005 0.049
262 21.83 0.07 0.036 ( 0.031) 0.004 0.032
263 21.92 0.07 0.036 ( 0.031) 0.004 0.032
264 22.00 0.07 0.036 ( 0.031) 0.004 0.032
265 22.08 0.10 0.054 ( 0.031) 0.005 0.049
266 22.17 0.10 0.054 ( 0.030) 0.005 0.049
267 22.25 0.10 0.054 ( 0.030) 0.005 0.049
268 22.33 0.07 0.036 ( 0.030) 0.004 0.032
269 22.42 0.07 0.036 ( 0.030) 0.004 0.032
270 22.50 0.07 0.036 ( 0.030) 0.004 0.032
271 22.58 0.07 0.036 ( 0.030) 0.004 0.032
272 22.67 0.07 0.036 ( 0.030) 0.004 0.032
273 22.75 0.07 0.036 ( 0.030) 0.004 0.032
274 22.83 0.07 0.036 ( 0.030) 0.004 0.032
275 22.92 0.07 0.036 ( 0.030) 0.004 0.032
276 23.00 0.07 0.036 ( 0.030) 0.004 0.032
277 23.08 0.07 0.036 ( 0.030) 0.004 0.032
F.2.l
Packet Pg. 852 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR10024100
278 23.17 0.07 0.036 ( 0.029) 0.004 0.032
279 23.25 0.07 0.036 ( 0.029) 0.004 0.032
280 23.33 0.07 0.036 ( 0.029) 0.004 0.032
281 23.42 0.07 0.036 ( 0.029) 0.004 0.032
282 23.50 0.07 0.036 ( 0.029) 0.004 0.032
283 23.58 0.07 0.036 ( 0.029) 0.004 0.032
284 23.67 0.07 0.036 ( 0.029) 0.004 0.032
285 23.75 0.07 0.036 ( 0.029) 0.004 0.032
286 23.83 0.07 0.036 ( 0.029) 0.004 0.032
287 23.92 0.07 0.036 ( 0.029) 0.004 0.032
288 24.00 0.07 0.036 ( 0.029) 0.004 0.032
(Loss Rate Not Used)
Sum = 100.0 Sum = 48.7
Flood volume = Effective rainfall 4.06(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 22.7(Ac.Ft)
Total soil loss = 0.44(In)
Total soil loss = 2.483(Ac.Ft)
Total rainfall = 4.50(In)
Flood volume = 987794.6 Cubic Feet
Total soil loss = 108140.2 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 37.852(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0
----------------------------------------------------------------------- 0+ 5 0.0031 0.45 Q | | | |
0+10 0.0136 1.52 VQ | | | |
0+15 0.0263 1.85 VQ | | | |
0+20 0.0416 2.22 V Q | | | |
0+25 0.0612 2.84 V Q | | | |
0+30 0.0822 3.06 V Q | | | |
0+35 0.1040 3.16 V Q | | | |
0+40 0.1263 3.23 V Q | | | |
0+45 0.1487 3.26 V Q | | | |
0+50 0.1728 3.50 V Q | | | |
0+55 0.2007 4.05 V Q | | | |
1+ 0 0.2297 4.21 V Q | | | |
1+ 5 0.2576 4.06 V Q | | | |
1+10 0.2822 3.57 V Q | | | |
1+15 0.3058 3.43 V Q | | | |
1+20 0.3291 3.37 V Q | | | |
1+25 0.3521 3.34 V Q | | | |
1+30 0.3749 3.32 V Q | | | |
1+35 0.3977 3.30 V Q | | | |
1+40 0.4203 3.29 V Q | | | |
1+45 0.4430 3.29 V Q | | | |
1+50 0.4672 3.51 V Q | | | |
1+55 0.4950 4.05 V Q | | | |
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Packet Pg. 853 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR10024100
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Packet Pg. 854 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR10024100
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Packet Pg. 855 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR10024100
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Packet Pg. 856 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828PR10024100
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Packet Pg. 857 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 858 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 859 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade Center/Park) F.2.l
Packet Pg. 860 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade Center/Park) Thienes Engineering, Inc.
CIVIL ENGINEERING LAND SURVEYING
PRELIMINARY HYDROLOGY CALCULATIONS
FOR
MORENO VALLEY TRADE CENTER
OPTION 2-E COMMERCE/FULFILLMENT CENTER SITE PLAN
EUCALYPTUS AVENUE AND REDLANDS BLVD.
MORENO VALLEY, CALIFORNIA
PREPARED FOR
HILWOOD INVESTMENTS
901 VIA PIEMONTE, STE 1775
ONTARIO, CA 91764
PH. (949) 382-0033
APRIL 5, 2022
JOB NO. 3828
PREPARED BY
THIENES ENGINEERING
14349 FIRESTONE BOULEVARD
LA MIRADA, CALIFORNIA 90638
PHONE: (714) 521-4811
FAX: (714) 521-4173
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Packet Pg. 861 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley
HYDROLOGY AND HYDRAULIC
CALCULATIONS
FOR
MORENO VALLEY TRADE CENTER
PREPARED
UNDER THE SUPERVISION OF
____________________________________
REINHARD STENZEL DATE:
R.C.E. 56155
EXP. : 12/31/22
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Packet Pg. 862 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley
TABLE OF CONTENTS
INTRODUCTION ....................................................................................................................................... 1 VICINITY MAP.......................................................................................................................................... 2 MASTER DRAINAGE PLAN ................................................................................................................... 3 EXISTING CONDITION .......................................................................................................................... 4 PROPOSED CONDITION HYDROLOGY ............................................................................................ 4 DETENTION .............................................................................................................................................. 6 METHODOLOGY .................................................................................................................................... 7 SUMMARY ................................................................................................................................................ 7 F.2.m
Packet Pg. 863 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 1 INTRODUCTION
A: PROJECT LOCATION
The project site is located at southwest corner of Eucalyptus Avenue and Redlands Boulevard in the City of Moreno Valley. Encelia Avenue is adjacent to the southerly property line. Please see the next page for vicinity map.
B: STUDY PURPOSE
The purpose of this study is to determine the existing and proposed condition peak flow rates for various storm events for the site. Discharge from the project site ultimately drains to an existing storm drain in Redlands Boulevard.
C: PROJECT STAFF:
Thienes Engineering staff involved in this study include:
Reinhard Stenzel
Kristie Ferronato
Brian Weil
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Packet Pg. 864 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.m
Packet Pg. 865
Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised 3 DISCUSSION
The project site encompasses approximately 72.73 acres. However, several acres along the westerly property line are within an existing drainage channel (Quincy Wash) and will not be disturbed. Here, sheet piles will be constructed within the property site to protect the site from the Wash. Proposed improvements include one warehouse type building with approximately 1,328,853 square feet. There are truck yard areas on the northerly and southerly sides of the building. Vehicle parking is primarily on the easterly side of the property with some additional parking areas along the westerly drive aisle. There is a water quality/detention basin located along the southerly side of the side adjacent to Encelia Avenue. Additional landscaped areas are located adjacent to the streets and smaller areas throughout the project site.
Master Drainage Plan
The project site is tabled to a storm drain system in Redlands Boulevard (Moreno MDP Line F-2). At this time, only portions of the Master Plan Storm Drain system are constructed. Recent improvements to the north of the project site (Aldi Foods) constructed a portion of the ultimate storm drain in Redlands Boulevard. This is a 60”-72” storm drain (plans prepared by Huitt-Zollars) that connects to an existing 51” storm drain in Redlands Boulevard approximately 200’ north of Eucalyptus Avenue and continues approximately 350’ south of Eucalyptus Avenue to where it daylights into an existing unimproved earthen channel. This storm drain and channel is located at the easterly portion of the project site.
Runoff continues southerly in the unimproved earthen channel to an existing headwall located northerly of Dracaea Avenue. This is the upstream portion of Riverside County Flood Control and Water Conservation District storm drain Line “F-2”. This is an existing 42” storm drain system that does not appear to be adequately sized for the peak flow rates specified in the recently constructed upstream storm drain system. The existing storm drain continues southerly past Brodiaea Avenue and discharges into an existing earthen channel (Line “F”).
The Master Drainage Plan indicates a storm drain system in Eucalyptus Avenue (Lateral F-16). The necessary portions of this storm drain system was constructed with the Aldi Foods development to the north. In a memo dated December 23, 2020, Riverside County Flood Control and Water Conservation District (R.C.F.C.&W.C.D.) acknowledges that the “existing facility is functionally equivalent to Line F-16, and the remaining unconstructed portion is not necessary to provide flood protection.” See Appendix “A” for a copy of this memo.
The Master Drainage Plan also indicates a storm drain system in Encelia Avenue (Lateral F-17) ranging from 42” to 60”. The development of the project site will utilize a detention basin and onsite storm drain systems that will greatly reduce flow to Encelia Avenue such that only a shorter and smaller storm drain will be necessary in the street. In the same memo, R.C.F.C.&W.C.D. states “Since these facilities together collect and convey the F.2.m
Packet Pg. 866 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 4 same area that was tabled to Line F-17, it is our opinion that the existing facility is functionally equivalent to Line F-17”.
See Appendix “A” for reference existing storm drain plans and a portion of the Master Drainage Plan.
Existing Condition
The project site is generally a vacant lot with natural grasses and weeds. The southeasterly portion of the site is an existing plant nursery. The nursery has a few small structures and appears unpaved. The westerly portion of the property is an unimproved drainage channel (Quincy Wash) and is not tributary to the project site.
Runoff from the site generally drains from north to south to Encelia Avenue at several locations (nodes 103, 105, 106, and 107 on existing condition hydrology map). Encelia Avenue drains from west to east to Redlands Boulevard ultimately to the existing channel adjacent to Redlands Boulevard.
Runoff from Redlands Boulevard flows southerly towards the intersection with Encilia Avenue and node 107. The 100-year Rational Method peak flow rate from the project site and adjacent streets approximately 108.4 cfs.
Runoff in Eucalyptus flows west to east and is intercepted by several riser inlet structures (nodes 112, 121, and 131). The respective 100-year Rational Method flow rates to each risers are approximately 4.2 cfs, 1.6 cfs, and 0.90 cfs.
See Appendix “B” for existing condition Rational Method calculations and Appendix “D” for existing condition hydrology map.
Existing condition hydrographs were established for various storm events. These peak flow rates and volumes are summarized below in the Detention discussion.
Proposed Condition Hydrology
Runoff from the northerly portion of the building, northerly truckyard and easterly parking lots (Nodes 100-115) will be captured in a proposed onsite storm drain system and conveyed southerly to an underground CMP detention system. Runoff from the southerly and westerly portions of the site (Nodes 200-219) will be conveyed to the southerly truck yard and confluenced with the runoff from the north.
Runoff from the detention basin in the southeasterly corner of the site (Node 220) will be confluenced in the proposed system and conveyed easterly. The 100-year peak flow rate from the project site is approximately 154.7 cfs.
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Packet Pg. 867 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 5 Discharge from the basin will be conveyed easterly through the project site in a proposed storm drain and connect to the proposed extension of the public storm drain system in Redlands Boulevard. This will eliminate runoff to Encelia Avenue as well as the need for Master Drainage Plan Lateral “F-17”, as previously mentioned in R.C.F.C.&W.C.D. memo dated December 23, 2020. The proposed public storm drain will be sized to include the ultimate peak flow rates upstream as well as the discharge from the detention basin. Final design will dictate exact pipe sizes. The public storm drain will continue south in place of the open earth channel to the existing 42” storm drain near Dracaea Avenue. The existing headwall will be removed and the proposed drain will connect to the existing system.
The existing 42” downstream storm drain system does not have the same capacity as the proposed 78” storm drain system. To avoid overburdening the existing 42” storm drain, a relief system will be designed to ensure that flow not allowed into the existing facility can discharge to the street. This will emulate existing conditions where runoff that is not currently allowed into the storm drain (via existing headwall adjacent to the Redlands Avenue) can then drain to the street. Regardless of how the storm drain systems connect, runoff exceeding the capacity of the 42” storm drain system remains on westerly surface of Redlands Avenue. The final design shall be to the satisfaction of the City Manager or City Engineer.
The landscaped areas adjacent to Encelia Avenue will sheet flow to the street and join the street runoff flowing easterly towards the intersection with Redlands Boulevard (nodes 600-604). The runoff will be intercepted by a catch basin in Encilia Avenue and will enter the proposed public storm drain in Redlands Boulevard. The 100-year Rational Method peak runoff from these areas is approximately 7.1 cfs. With the proposed onsite improvements, this is the only drainage system required in Encilia Avenue.
The landscaped frontage along Eucalyptus Avenue will also drain to the street. Catch Basins at nodes 502 and 511 will intercept street and landscape runoff and convey it to the existing 54” storm drain in Eucalyptus Avenue. The 100-year Rational Method peak runoff to these nodes will be approximately 4.4 cfs and 2.8 cfs respectively.
Runoff from Redlands Boulevard and the adjacent project frontage will flow southerly within Redlands Boulevard to a catch basin near the intersection with Encilia Avenue (nodes 520-522). The 100-year Rational Method peak runoff to node 522 will be approximately 4.9 cfs.
Approximately 2.50 acres of area adjacent to the Quincy Wash at the westerly portion of the site will remain undisturbed. The landscaped frontage along Redlands Boulevard will produce a similar amount of runoff as the existing condition and will drain directly to the street.
See Appendix “B” for proposed condition hydrology calculations and Appendix “D” for proposed condition hydrology map.
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Packet Pg. 868 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 6 Detention
Since downstream facilities do not appear to have capacity for the increase in peak flow and volume from the proposed commercial project, detention will be required to limit runoff to no more than that under existing conditions. Detention analysis is considered for the 2-, 5-, 10- and 100-year storm events. Riverside County allows “preliminary sizing of increased runoff basin may be based on the difference in volume between the developed condition and the pre-developed condition for the 24-hour duration event for the 10-year return frequency.”
1-, 3-, 6-, and 24-hour hydrographs were established for all areas tributary to the detention basin for the 2-, 5-, 10- and 100-year events for both existing (undeveloped) and proposed conditions. For existing conditions, the land use is considered “open brush, poor cover”.
Proposed conditions assume all commercial development. Rainfall values are taken from the Riverside County Hydrology Manual. For the 2- and 5-year events, the loss rate is determined using an AMC I condition. For the 10-year event, AMC II was used and for the 100-year event AMC III was used.
Note that not all area of the project site drains to the detention basin, thus the areas used for the detention analysis are slightly smaller than the total project site. Areas not tributary to the detention basin are the areas to the west and south of the site. It is assumed that the landscaped areas produce about the same runoff rates and volumes as the undeveloped site.
The following table summarizes existing and proposed condition peak flow rates and volumes associated with the area to the detention basin. From the table, the largest difference in volume is approximately 12.25 acre-feet (10-year 24-hour event). The largest difference in peak flow rate is about 46.3 cfs (5-year 1-hour event). For preliminary sizing, the detention basin will be sized to detain the largest difference in volume. The preliminary underground CMP system will be sized to match this volume. The southeasterly basin meets the surface area and volume requirements necessary for water quality purposes per separate Water Quality Management Plan.
Final design will dictate the outlet features that will limit runoff from all of the above events to less than existing conditions. The landscaped areas tributary to the street would yield peak flow rates similar to existing condition and are not included in the hydrographs.
See Appendix “C” for existing and proposed condition hydrographs.
The following table summarizes existing and proposed condition hydrographs:
BASIN SUMMARY TABLE
Return Storm Existing Total Proposed Total Peak Flow Volume Event Duration Flow Volume Flow Volume Difference Difference (year) (hour) (cfs) (ac-ft) (cfs) (ac-ft) (cfs) (ac-ft) 100 1 131.5 5.89 177.0 6.38 45.5 0.49
F.2.m
Packet Pg. 869 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 7 100 3 88.3 7.96 103.5 9.62 15.2 1.66
100 6 77.8 9.16 89.8 12.81 12.0 3.65
100 24 31.9 12.27 37.9 22.68 6.0 10.41
10 1 73.5 2.78 113.0 4.06 39.5 1.28
10 3 45.5 2.67 65.2 6.24 19.7 3.57
10 6 40.1 2.93 57.8 8.59 17.7 5.66
10 24 8.8 2.25 23.8 14.50 15.0 12.25
5 1 47.0 1.38 93.3 3.38 46.3 2.00
5 3 23.8 1.20 54.5 5.27 30.7 4.07
5 6 19.9 1.31 49.5 7.38 29.6 6.07
5 24 2.2 1.34 19.7 12.05 17.5 10.71
2 1 29.8 0.87 69.2 2.53 39.4 1.66
2 3 12.1 0.67 41.6 4.02 29.5 3.35
2 6 10.1 0.80 38.8 5.79 28.7 4.99
2 24 1.6 0.98 14.4 8.81 12.8 7.83
Methodology
Hydrology calculations were computed using Riverside County Rational Method program (by AES software). Hydrograph were computed using CIVILD software. The soil type is “B” per Riverside County Hydrology Manual. See Appendix “A” for reference material from the Riverside County Hydrology Manual.
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Packet Pg. 870 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.m
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Packet Pg. 890 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.m
Packet Pg. 891 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 100XX
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* EXISTING CONDITION (NODES 100-107) *
************************************************************************** FILE NAME: W:\3828\100XX.DAT
TIME/DATE OF STUDY: 08:36 03/25/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 410.00
UPSTREAM ELEVATION(FEET) = 1752.00
DOWNSTREAM ELEVATION(FEET) = 1741.50
ELEVATION DIFFERENCE(FEET) = 10.50
TC = 0.533*[( 410.00**3)/( 10.50)]**.2 = 12.298
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.651
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6451
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 4.87
TOTAL AREA(ACRES) = 2.85 TOTAL RUNOFF(CFS) = 4.87
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51
F.2.m
Packet Pg. 892 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 100XX
---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1741.50 DOWNSTREAM(FEET) = 1732.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0237 CHANNEL BASE(FEET) = 100.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.186
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6085
SOIL CLASSIFICATION IS "B"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.84
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.15 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 5.78 Tc(MIN.) = 18.08
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 5.85
TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 10.73
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 1.36
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1732.00 DOWNSTREAM(FEET) = 1722.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 410.00 CHANNEL SLOPE = 0.0229 CHANNEL BASE(FEET) = 100.00 "Z" FACTOR = 99.900
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.957
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5862
SOIL CLASSIFICATION IS "B"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.05
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.52 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 4.50 Tc(MIN.) = 22.57
SUBAREA AREA(ACRES) = 9.25 SUBAREA RUNOFF(CFS) = 10.61
TOTAL AREA(ACRES) = 16.5 PEAK FLOW RATE(CFS) = 21.34
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 1.63
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1723.00 DOWNSTREAM ELEVATION(FEET) = 1722.00 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
NOTE: STREET FLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOW DEPTH(FEET) = 0.73
HALFSTREET FLOOD WIDTH(FEET) = 28.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.91
STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 24.33
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.885
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8678
SOIL CLASSIFICATION IS "B"
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Packet Pg. 893 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 100XX
SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.06
TOTAL AREA(ACRES) = 17.1 PEAK FLOW RATE(CFS) = 22.40
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 28.87 FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1495.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1722.00 DOWNSTREAM ELEVATION(FEET) = 1715.80 STREET LENGTH(FEET) = 755.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 24.94
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.58
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.35
STREET FLOW TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 27.85
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.762
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8664
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.07
TOTAL AREA(ACRES) = 17.9 PEAK FLOW RATE(CFS) = 23.47
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 25.12 FLOW VELOCITY(FEET/SEC.) = 3.61 DEPTH*VELOCITY(FT*FT/SEC.) = 2.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.762
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8664
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 17.25 SUBAREA RUNOFF(CFS) = 26.33 TOTAL AREA(ACRES) = 35.1 TOTAL RUNOFF(CFS) = 49.80
TC(MIN.) = 27.85
**************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1715.80 DOWNSTREAM ELEVATION(FEET) = 1709.80 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 50.24 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.80 FLOOD WIDTH(FEET) = 32.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 4.58
SPLIT DEPTH(FEET) = 0.35 SPLIT FLOOD WIDTH(FEET) = 9.53
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Packet Pg. 894 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 100XX
SPLIT FLOW(CFS) = 2.48 SPLIT VELOCITY(FEET/SEC.) = 2.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
NOTE: STREET FLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOW DEPTH(FEET) = 0.80
HALFSTREET FLOOD WIDTH(FEET) = 32.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.58
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.65
STREET FLOW TRAVEL TIME(MIN.) = 2.26 Tc(MIN.) = 30.10
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.694
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8656
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.88
TOTAL AREA(ACRES) = 35.7 PEAK FLOW RATE(CFS) = 50.68
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIDTH(FEET) = 32.00 FLOW VELOCITY(FEET/SEC.) = 4.58 DEPTH*VELOCITY(FT*FT/SEC.) = 3.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.694
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8656
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 21.50 SUBAREA RUNOFF(CFS) = 31.53 TOTAL AREA(ACRES) = 57.2 TOTAL RUNOFF(CFS) = 82.21
TC(MIN.) = 30.10
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1709.80 DOWNSTREAM ELEVATION(FEET) = 1706.00 STREET LENGTH(FEET) = 445.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 82.64 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.80 FLOOD WIDTH(FEET) = 32.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 4.30
SPLIT DEPTH(FEET) = 0.76 SPLIT FLOOD WIDTH(FEET) = 29.98 SPLIT FLOW(CFS) = 37.78 SPLIT VELOCITY(FEET/SEC.) = 4.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
NOTE: STREET FLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOW DEPTH(FEET) = 0.80
HALFSTREET FLOOD WIDTH(FEET) = 32.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.30
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.43
STREET FLOW TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 31.83
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.648
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8650
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.86
TOTAL AREA(ACRES) = 57.8 PEAK FLOW RATE(CFS) = 83.06
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIDTH(FEET) = 32.00 FLOW VELOCITY(FEET/SEC.) = 4.30 DEPTH*VELOCITY(FT*FT/SEC.) = 3.43 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 3315.00 FEET.
F.2.m
Packet Pg. 895 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 100XX
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.648
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8650
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 16.00 SUBAREA RUNOFF(CFS) = 22.80 TOTAL AREA(ACRES) = 73.8 TOTAL RUNOFF(CFS) = 105.87
TC(MIN.) = 31.83
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.648
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8650
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.57
TOTAL AREA(ACRES) = 75.6 TOTAL RUNOFF(CFS) = 108.43
TC(MIN.) = 31.83
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 75.6 TC(MIN.) = 31.83
PEAK FLOW RATE(CFS) = 108.43
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
F.2.m
Packet Pg. 896 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 110XX
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* EXISTING CONDITION (NODES 110-112) *
************************************************************************** FILE NAME: W:\3828\110XX.DAT
TIME/DATE OF STUDY: 09:40 03/25/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 875.00
UPSTREAM ELEVATION(FEET) = 1755.15
DOWNSTREAM ELEVATION(FEET) = 1747.00
ELEVATION DIFFERENCE(FEET) = 8.15
TC = 0.303*[( 875.00**3)/( 8.15)]**.2 = 11.603
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.729
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8750
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.39
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.39
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 61
F.2.m
Packet Pg. 897 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 110XX
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1747.00 DOWNSTREAM ELEVATION(FEET) = 1737.88 STREET LENGTH(FEET) = 875.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 38.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 10.68
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92
STREET FLOW TRAVEL TIME(MIN.) = 5.86 Tc(MIN.) = 17.47
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.224
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8712
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 1.84
TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 4.23
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.95 FLOW VELOCITY(FEET/SEC.) = 2.61 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 1750.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.0 TC(MIN.) = 17.47
PEAK FLOW RATE(CFS) = 4.23
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
F.2.m
Packet Pg. 898 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 120XX
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* EXISTING CONDITION (NODES 120-121) *
************************************************************************** FILE NAME: W:\3828\120XX.DAT
TIME/DATE OF STUDY: 10:39 03/25/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 390.00
UPSTREAM ELEVATION(FEET) = 1740.00
DOWNSTREAM ELEVATION(FEET) = 1734.82
ELEVATION DIFFERENCE(FEET) = 5.18
TC = 0.303*[( 390.00**3)/( 5.18)]**.2 = 7.823
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.324
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8784
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.61
TOTAL AREA(ACRES) = 0.55 TOTAL RUNOFF(CFS) = 1.61
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 7.82
F.2.m
Packet Pg. 899 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 120XX
PEAK FLOW RATE(CFS) = 1.61
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
F.2.m
Packet Pg. 900 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 130XX
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* EXISTING CONDITION (NODES 130-131) *
************************************************************************** FILE NAME: W:\3828\130XX.DAT
TIME/DATE OF STUDY: 11:50 03/25/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 175.00
UPSTREAM ELEVATION(FEET) = 1737.80
DOWNSTREAM ELEVATION(FEET) = 1734.83
ELEVATION DIFFERENCE(FEET) = 2.97
TC = 0.303*[( 175.00**3)/( 2.97)]**.2 = 5.406
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.999
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8813
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.88
TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.88
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.41
F.2.m
Packet Pg. 901 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 130XX
PEAK FLOW RATE(CFS) = 0.88
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
F.2.m
Packet Pg. 902 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.m
Packet Pg. 903 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley ____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRIADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 3828 *
* PROPOSED CONDITIONS *
* 100-YEAR STORM EVENT *
************************************************************************** FILE NAME: W:\3828\P100.DAT
TIME/DATE OF STUDY: 09:52 04/05/2022
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00
UPSTREAM ELEVATION(FEET) = 1754.90
DOWNSTREAM ELEVATION(FEET) = 1727.54
ELEVATION DIFFERENCE(FEET) = 27.36
TC = 0.303*[( 620.00**3)/( 27.36)]**.2 = 7.406
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.416
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8789
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 18.29
TOTAL AREA(ACRES) = 6.09 TOTAL RUNOFF(CFS) = 18.29
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
F.2.m
Packet Pg. 904 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1724.00 DOWNSTREAM(FEET) = 1723.67 FLOW LENGTH(FEET) = 193.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.31
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.29
PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 8.15
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 813.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.256
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8781
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 5.75
TOTAL AREA(ACRES) = 8.1 TOTAL RUNOFF(CFS) = 24.03
TC(MIN.) = 8.15
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1723.67 DOWNSTREAM(FEET) = 1723.22 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.70
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.03
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 8.59
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 963.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.172
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8777
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 5.60
TOTAL AREA(ACRES) = 10.1 TOTAL RUNOFF(CFS) = 29.63
TC(MIN.) = 8.59
**************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1723.22 DOWNSTREAM(FEET) = 1722.57 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.88
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.63
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 8.95
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1113.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.107
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8773
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 5.48
TOTAL AREA(ACRES) = 12.1 TOTAL RUNOFF(CFS) = 35.11
TC(MIN.) = 8.95
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31 F.2.m
Packet Pg. 905 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1722.57 DOWNSTREAM(FEET) = 1721.94 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.94
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.11
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 9.31
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1263.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.046
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8770
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 4.25
TOTAL AREA(ACRES) = 13.7 TOTAL RUNOFF(CFS) = 39.36
TC(MIN.) = 9.31
**************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1721.94 DOWNSTREAM(FEET) = 1721.22 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.68
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.36
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 9.64
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 1413.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.994
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8767
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.25
TOTAL AREA(ACRES) = 15.7 TOTAL RUNOFF(CFS) = 44.61
TC(MIN.) = 9.64
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1721.22 DOWNSTREAM(FEET) = 1720.51 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.78
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.61
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 9.96
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 1563.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.946
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8764
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 5.19
TOTAL AREA(ACRES) = 17.7 TOTAL RUNOFF(CFS) = 49.79
TC(MIN.) = 9.96
F.2.m
Packet Pg. 906 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1720.51 DOWNSTREAM(FEET) = 1719.76 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.03
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.79
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 10.27
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 1713.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.901
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8761
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 4.04
TOTAL AREA(ACRES) = 19.3 TOTAL RUNOFF(CFS) = 53.84
TC(MIN.) = 10.27
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1719.76 DOWNSTREAM(FEET) = 1719.01 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.38
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.84
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.57
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1863.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.860
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8759
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.02 SUBAREA RUNOFF(CFS) = 5.06
TOTAL AREA(ACRES) = 21.3 TOTAL RUNOFF(CFS) = 58.89
TC(MIN.) = 10.57
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1719.01 DOWNSTREAM(FEET) = 1718.27 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.41
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.89
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.87
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 2013.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.820
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8756
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 4.41 SUBAREA RUNOFF(CFS) = 10.89
TOTAL AREA(ACRES) = 25.7 TOTAL RUNOFF(CFS) = 69.78
F.2.m
Packet Pg. 907 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley TC(MIN.) = 10.87
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1718.27 DOWNSTREAM(FEET) = 1712.62 FLOW LENGTH(FEET) = 758.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.30
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.78
PIPE TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 12.09
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 2771.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.673
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8747
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 3.27 SUBAREA RUNOFF(CFS) = 7.65
TOTAL AREA(ACRES) = 29.0 TOTAL RUNOFF(CFS) = 77.43
TC(MIN.) = 12.09
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.673
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8747
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 1.59
TOTAL AREA(ACRES) = 29.7 TOTAL RUNOFF(CFS) = 79.02
TC(MIN.) = 12.09
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1712.62 DOWNSTREAM(FEET) = 1708.53 FLOW LENGTH(FEET) = 381.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.28
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.02
PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 12.61
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 3152.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.618
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8743
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.87 SUBAREA RUNOFF(CFS) = 4.28
TOTAL AREA(ACRES) = 31.6 TOTAL RUNOFF(CFS) = 83.30
TC(MIN.) = 12.61
**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.618
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8743
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 5.04
TOTAL AREA(ACRES) = 33.8 TOTAL RUNOFF(CFS) = 88.34
TC(MIN.) = 12.61
F.2.m
Packet Pg. 908 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1708.53 DOWNSTREAM(FEET) = 1707.12 FLOW LENGTH(FEET) = 285.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.27
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.34
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 13.12
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 113.00 = 3437.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.566
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8739
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.54
TOTAL AREA(ACRES) = 34.0 TOTAL RUNOFF(CFS) = 88.87
TC(MIN.) = 13.12
**************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1707.12 DOWNSTREAM(FEET) = 1706.91 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.43
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.87
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 13.20
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 3478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.559
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8739
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.22 SUBAREA RUNOFF(CFS) = 4.96
TOTAL AREA(ACRES) = 36.2 TOTAL RUNOFF(CFS) = 93.84
TC(MIN.) = 13.20
**************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1706.91 DOWNSTREAM(FEET) = 1706.46 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.62
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 93.84
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.35
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 3568.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.544
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8738
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.69 SUBAREA RUNOFF(CFS) = 3.76
F.2.m
Packet Pg. 909 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley TOTAL AREA(ACRES) = 37.9 TOTAL RUNOFF(CFS) = 97.60
TC(MIN.) = 13.35
**************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 219.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1706.46 DOWNSTREAM(FEET) = 1706.30 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.94
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 97.60
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 13.40
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 219.00 = 3598.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 364.00
UPSTREAM ELEVATION(FEET) = 1731.47
DOWNSTREAM ELEVATION(FEET) = 1729.87
ELEVATION DIFFERENCE(FEET) = 1.60
TC = 0.303*[( 364.00**3)/( 1.60)]**.2 = 9.493
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.017
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8768
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.94
TOTAL AREA(ACRES) = 1.11 TOTAL RUNOFF(CFS) = 2.94
**************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1725.87 DOWNSTREAM(FEET) = 1724.98 FLOW LENGTH(FEET) = 368.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.08
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.94
PIPE TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 11.49
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 732.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.743
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8751
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 2.47
TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 5.41
TC(MIN.) = 11.49
**************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1724.98 DOWNSTREAM(FEET) = 1723.86 FLOW LENGTH(FEET) = 224.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES
F.2.m
Packet Pg. 910 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley PIPE-FLOW VELOCITY(FEET/SEC.) = 4.79
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.41
PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 12.26
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.655
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8745
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 1.60
TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 7.01
TC(MIN.) = 12.26
**************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1723.86 DOWNSTREAM(FEET) = 1723.67 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.69
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.01
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 12.42
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 1000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.638
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8744
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 4.27 SUBAREA RUNOFF(CFS) = 9.85
TOTAL AREA(ACRES) = 7.1 TOTAL RUNOFF(CFS) = 16.86
TC(MIN.) = 12.42
**************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1723.67 DOWNSTREAM(FEET) = 1722.94 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.19
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.86
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 12.81
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.598
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8741
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.86
TOTAL AREA(ACRES) = 8.8 TOTAL RUNOFF(CFS) = 20.72
TC(MIN.) = 12.81
**************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1722.94 DOWNSTREAM(FEET) = 1722.75 F.2.m
Packet Pg. 911 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.43
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.72
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 12.91
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 1183.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.587
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8741
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.58
TOTAL AREA(ACRES) = 9.5 TOTAL RUNOFF(CFS) = 22.30
TC(MIN.) = 12.91
**************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1722.75 DOWNSTREAM(FEET) = 1722.22 FLOW LENGTH(FEET) = 106.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.63
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.30
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 13.18
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 = 1289.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.561
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8739
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 3.00
TOTAL AREA(ACRES) = 10.8 TOTAL RUNOFF(CFS) = 25.30
TC(MIN.) = 13.18
**************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1722.22 DOWNSTREAM(FEET) = 1721.63 FLOW LENGTH(FEET) = 117.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.99
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.30
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 13.46
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 208.00 = 1406.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.534
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8737
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.55
TOTAL AREA(ACRES) = 11.5 TOTAL RUNOFF(CFS) = 26.85
TC(MIN.) = 13.46
**************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< F.2.m
Packet Pg. 912 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1721.63 DOWNSTREAM(FEET) = 1721.50 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.81
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.85
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 13.52
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 209.00 = 1434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.528
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8736
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.69 SUBAREA RUNOFF(CFS) = 3.73
TOTAL AREA(ACRES) = 13.2 TOTAL RUNOFF(CFS) = 30.59
TC(MIN.) = 13.52
**************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1721.50 DOWNSTREAM(FEET) = 1720.78 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.32
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.59
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 13.85
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 1579.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.498
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8734
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 2.92
TOTAL AREA(ACRES) = 14.6 TOTAL RUNOFF(CFS) = 33.51
TC(MIN.) = 13.85
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1720.78 DOWNSTREAM(FEET) = 1720.16 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.30
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.51
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 13.94
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 211.00 = 1630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.490
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8734
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.52
TOTAL AREA(ACRES) = 15.3 TOTAL RUNOFF(CFS) = 35.03
TC(MIN.) = 13.94
**************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31 ---------------------------------------------------------------------------- F.2.m
Packet Pg. 913 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1720.16 DOWNSTREAM(FEET) = 1719.04 FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.23
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.03
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 14.09
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 1724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.477
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8732
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.68
TOTAL AREA(ACRES) = 17.0 TOTAL RUNOFF(CFS) = 38.71
TC(MIN.) = 14.09
**************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1719.04 DOWNSTREAM(FEET) = 1717.49 FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.55
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.71
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 14.30
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 213.00 = 1860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.458
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8731
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 1.52
TOTAL AREA(ACRES) = 17.7 TOTAL RUNOFF(CFS) = 40.23
TC(MIN.) = 14.30
**************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1717.49 DOWNSTREAM(FEET) = 1717.36 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.36
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.23
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.33
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 214.00 = 1875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.456
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8731
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.64
TOTAL AREA(ACRES) = 19.4 TOTAL RUNOFF(CFS) = 43.88
TC(MIN.) = 14.33
**************************************************************************** F.2.m
Packet Pg. 914 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley FLOW PROCESS FROM NODE 214.00 TO NODE 215.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1717.36 DOWNSTREAM(FEET) = 1714.31 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.54
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.88
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 14.51
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 215.00 = 2020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.441
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8730
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 2.86
TOTAL AREA(ACRES) = 20.7 TOTAL RUNOFF(CFS) = 46.73
TC(MIN.) = 14.51
**************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1714.31 DOWNSTREAM(FEET) = 1712.96 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.62
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.73
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 14.59
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 216.00 = 2084.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 216.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.434
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8729
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 1.51
TOTAL AREA(ACRES) = 21.4 TOTAL RUNOFF(CFS) = 48.24
TC(MIN.) = 14.59
**************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1712.96 DOWNSTREAM(FEET) = 1711.30 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.96
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.24
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 14.68
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 217.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.426
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8729
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 3.56
TOTAL AREA(ACRES) = 23.1 TOTAL RUNOFF(CFS) = 51.80
TC(MIN.) = 14.68
F.2.m
Packet Pg. 915 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1711.30 DOWNSTREAM(FEET) = 1708.20 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.39
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.80
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 14.85
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 218.00 = 2310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 218.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.412
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8727
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) = 1.64
TOTAL AREA(ACRES) = 23.9 TOTAL RUNOFF(CFS) = 53.44
TC(MIN.) = 14.85
**************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 218.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.412
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8727
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 2.82
TOTAL AREA(ACRES) = 25.2 TOTAL RUNOFF(CFS) = 56.26
TC(MIN.) = 14.85
**************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1708.20 DOWNSTREAM(FEET) = 1706.30 FLOW LENGTH(FEET) = 87.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.71
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.26
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 14.95
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 219.00 = 2397.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 56.26 14.95 2.404 25.23
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 219.00 = 2397.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 97.60 13.40 2.539 37.91
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 219.00 = 3598.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 148.03 13.40 2.539
2 148.66 14.95 2.404
F.2.m
Packet Pg. 916 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 148.66 Tc(MIN.) = 14.95
TOTAL AREA(ACRES) = 63.1
**************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1706.30 DOWNSTREAM(FEET) = 1702.77 FLOW LENGTH(FEET) = 706.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.79
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 148.66
PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 16.04
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 220.00 = 4304.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.321
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8720
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.96 SUBAREA RUNOFF(CFS) = 5.99
TOTAL AREA(ACRES) = 66.1 TOTAL RUNOFF(CFS) = 154.66
TC(MIN.) = 16.04
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 66.1 TC(MIN.) = 16.04
PEAK FLOW RATE(CFS) = 154.66
*** PEAK FLOW RATE TABLE ***
Q(CFS) Tc(MIN.)
1 154.34 14.49
2 154.66 16.04
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
F.2.m
Packet Pg. 917 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 500P
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* STREET FLOW (NODES 500-502) *
************************************************************************** FILE NAME: W:\3828\500P.DAT
TIME/DATE OF STUDY: 08:59 03/22/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 860.00
UPSTREAM ELEVATION(FEET) = 1754.80
DOWNSTREAM ELEVATION(FEET) = 1749.00
ELEVATION DIFFERENCE(FEET) = 5.80
TC = 0.303*[( 860.00**3)/( 5.80)]**.2 = 12.291
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.652
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8745
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.43
TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 2.43
**************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 61
F.2.m
Packet Pg. 918 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 500P
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1748.80 DOWNSTREAM ELEVATION(FEET) = 1739.70 STREET LENGTH(FEET) = 885.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 38.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD WIDTH(FEET) = 10.89
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94
STREET FLOW TRAVEL TIME(MIN.) = 5.92 Tc(MIN.) = 18.21
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.179
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8708
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 1.99
TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 4.43
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.23 FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 1745.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.1 TC(MIN.) = 18.21
PEAK FLOW RATE(CFS) = 4.43
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
F.2.m
Packet Pg. 919 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 510P
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* STREET FLOW (NODES 510-511) *
************************************************************************** FILE NAME: W:\3828\510P.DAT
TIME/DATE OF STUDY: 09:09 03/22/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 395.00
UPSTREAM ELEVATION(FEET) = 1740.00
DOWNSTREAM ELEVATION(FEET) = 1736.25
ELEVATION DIFFERENCE(FEET) = 3.75
TC = 0.303*[( 395.00**3)/( 3.75)]**.2 = 8.409
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.206
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8778
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.81
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.81
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 8.41
F.2.m
Packet Pg. 920 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 510P
PEAK FLOW RATE(CFS) = 2.81
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
F.2.m
Packet Pg. 921 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 520P
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* STREET FLOW (NODES 520-522) *
************************************************************************** FILE NAME: W:\3828\520P.DAT
TIME/DATE OF STUDY: 09:29 03/22/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 521.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 755.00
UPSTREAM ELEVATION(FEET) = 1737.10
DOWNSTREAM ELEVATION(FEET) = 1724.20
ELEVATION DIFFERENCE(FEET) = 12.90
TC = 0.303*[( 755.00**3)/( 12.90)]**.2 = 9.688
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.987
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8766
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.49
TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.49
**************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 522.00 IS CODE = 61
F.2.m
Packet Pg. 922 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 520P
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1724.20 DOWNSTREAM ELEVATION(FEET) = 1696.30 STREET LENGTH(FEET) = 755.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 43.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.33
HALFSTREET FLOOD WIDTH(FEET) = 8.37
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.35
STREET FLOW TRAVEL TIME(MIN.) = 3.04 Tc(MIN.) = 12.72
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.606
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8742
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 2.39
TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 4.88
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.57
FLOW VELOCITY(FEET/SEC.) = 4.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 520.00 TO NODE 522.00 = 1510.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.0 TC(MIN.) = 12.72
PEAK FLOW RATE(CFS) = 4.88
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
F.2.m
Packet Pg. 923 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley ____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRIADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 3828 *
* PROPOSED CONDITIONS *
* 100-YEAR STORM EVENT *
************************************************************************** FILE NAME: W:\3828\P600.DAT
TIME/DATE OF STUDY: 12:18 04/05/2022
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00
UPSTREAM ELEVATION(FEET) = 1728.00
DOWNSTREAM ELEVATION(FEET) = 1723.00
ELEVATION DIFFERENCE(FEET) = 5.00
TC = 0.937*[( 150.00**3)/( 5.00)]**.2 = 13.734
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.509
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6349
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.27
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.27
**************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
F.2.m
Packet Pg. 924 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley >>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1723.00 DOWNSTREAM ELEVATION(FEET) = 1718.00 STREET LENGTH(FEET) = 840.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.35
HALFSTREET FLOOD WIDTH(FEET) = 9.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.77
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62
STREET FLOW TRAVEL TIME(MIN.) = 7.89 Tc(MIN.) = 21.63
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.999
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8691
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 1.30
TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 2.58
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 10.87 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.999
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5905
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.47
TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 3.05
TC(MIN.) = 21.63
**************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1718.00 DOWNSTREAM ELEVATION(FEET) = 1712.50 STREET LENGTH(FEET) = 840.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.41
HALFSTREET FLOOD WIDTH(FEET) = 12.35
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.11
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85
STREET FLOW TRAVEL TIME(MIN.) = 6.64 Tc(MIN.) = 28.26
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.749
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8663
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 1.14
TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 4.19
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.13 F.2.m
Packet Pg. 925 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 1830.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1712.50 DOWNSTREAM ELEVATION(FEET) = 1706.00 STREET LENGTH(FEET) = 840.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 13.37
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02
STREET FLOW TRAVEL TIME(MIN.) = 5.84 Tc(MIN.) = 34.11
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.592
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8643
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.10
TOTAL AREA(ACRES) = 3.5 PEAK FLOW RATE(CFS) = 5.29
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 13.99 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 604.00 = 2670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.592
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5428
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 1.86
TOTAL AREA(ACRES) = 5.6 TOTAL RUNOFF(CFS) = 7.14
TC(MIN.) = 34.11
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 5.6 TC(MIN.) = 34.11
PEAK FLOW RATE(CFS) = 7.14
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
F.2.m
Packet Pg. 926 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.m
Packet Pg. 927 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Return Storm Peak Flow Volume
Event Duration Flow Volume Flow Volume Difference Difference (year) (hour) (cfs) (ac-ft) (cfs) (ac-ft) (cfs) (ac-ft) 100 1 131.5 5.89 177.0 6.38 45.5 0.49
100 3 88.3 7.96 103.5 9.62 15.2 1.66
100 6 77.8 9.16 89.8 12.81 12.0 3.65
100 24 31.9 12.27 37.9 22.68 6.0 10.41
10 1 73.5 2.78 113.0 4.06 39.5 1.28
10 3 45.5 2.67 65.2 6.24 19.7 3.57
10 6 40.1 2.93 57.8 8.59 17.7 5.66
10 24 8.8 2.25 23.8 14.50 15.0 12.25
5 1 47.0 1.38 93.3 3.38 46.3 2.00
5 3 23.8 1.20 54.5 5.27 30.7 4.07
5 6 19.9 1.31 49.5 7.38 29.6 6.07
5 24 2.2 1.34 19.7 12.05 17.5 10.71
2 1 29.8 0.87 69.2 2.53 39.4 1.66
2 3 12.1 0.67 41.6 4.02 29.5 3.35
2 6 10.1 0.80 38.8 5.79 28.7 4.99
2 24 1.6 0.98 14.4 8.81 12.8 7.83
Existing Total Proposed Total
HYDROGRAPH RESULTS
F.2.m
Packet Pg. 928 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Elevation Depth Area Volume S Volume S Volume
(feet) (sq. ft.) (c.f.) (c.f.) (ac-ft)
1706.80 0.00 124,765
25,132 25,132 0.58
1707.00 0.20 126,554
25,490 50,622 1.16
1707.20 0.40 128,350
25,850 76,472 1.76
1707.40 0.60 130,150
26,211 102,683 2.36
1707.60 0.80 131,960
26,573 129,256 2.97
1707.80 1.00 133,770
26,936 156,192 3.59
1708.00 1.20 135,590
27,301 183,493 4.21
1708.20 1.40 137,420
27,667 211,160 4.85
1708.40 1.60 139,250
28,034 239,194 5.49
1708.60 1.80 141,090
28,403 267,597 6.14
1708.80 2.00 142,935
28,773 296,369 6.80
1709.00 2.20 144,790
29,143 325,512 7.47
1709.20 2.40 146,640
29,514 355,026 8.15
1709.40 2.60 148,500
29,888 384,914 8.84
1709.60 2.80 150,375
30,263 415,176 9.53
1709.80 3.00 152,250
30,638 445,814 10.23
1710.00 3.20 154,130
31,015 476,829 10.95
1710.20 3.40 156,020
31,393 508,222 11.67
1710.40 3.60 157,910
31,772 539,994 12.40
1710.60 3.80 159,810
32,152 572,147 13.13
1710.80 4.00 161,714
32,534 604,681 13.88
1711.00 4.20 163,625
32,917 637,597 14.64
1711.20 4.40 165,540
33,300 670,897 15.40
1711.40 4.60 167,460
33,686 704,583 16.18
1711.60 4.80 169,400
DETENTION BASIN STAGED STORAGE
F.2.m
Packet Pg. 929 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.m
Packet Pg. 930 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX212
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX212.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 2-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.
Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.
Length along longest watercourse measured to centroid = 0.242 Mi.
Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.
Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.
Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.
Unit time = 5.00 Min.
Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
0.00 0.50 0.00
0.00 0.01 0.00
0.00 0.01 0.00
0.00 0.01 0.00
0.00 0.01 0.00
0.00 0.01 0.00
0.00 0.01 0.00
0.00 0.01 0.00
0.00 0.01 0.00
0.00 0.01 0.00
0.00 0.01 0.00
0.00 0.01 0.00
67.10 0.50 33.55
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 1.20 80.52
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 0.500(In)
Area Averaged 100-Year Rainfall = 1.200(In)
Point rain (area averaged) = 0.500(In)
Areal adjustment factor = 99.94 %
F.2.m
Packet Pg. 931 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX212
Adjusted average point rain = 0.500(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5000 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 4.20 0.252 ( 0.488) 0.227 0.025
2 0.17 4.30 0.258 ( 0.488) 0.232 0.026
3 0.25 5.00 0.300 ( 0.488) 0.270 0.030
4 0.33 5.00 0.300 ( 0.488) 0.270 0.030
5 0.42 5.80 0.348 ( 0.488) 0.313 0.035
6 0.50 6.50 0.390 ( 0.488) 0.351 0.039
7 0.58 7.40 0.444 ( 0.488) 0.399 0.044
8 0.67 8.60 0.516 ( 0.488) 0.464 0.052
9 0.75 12.30 0.738 0.488 ( 0.664) 0.249
10 0.83 29.10 1.745 0.488 ( 1.570) 1.257
11 0.92 6.80 0.408 ( 0.488) 0.367 0.041
12 1.00 5.00 0.300 ( 0.488) 0.270 0.030
(Loss Rate Not Used)
Sum = 100.0 Sum = 1.9
Flood volume = Effective rainfall 0.15(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 0.9(Ac.Ft)
Total soil loss = 0.34(In)
Total soil loss = 1.929(Ac.Ft)
Total rainfall = 0.50(In)
Flood volume = 37696.1 Cubic Feet
Total soil loss = 84016.4 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 29.826(CFS)
--------------------------------------------------------------------
F.2.m
Packet Pg. 932 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX212
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0
----------------------------------------------------------------------- 0+ 5 0.0008 0.11 Q | | | |
0+10 0.0049 0.59 Q | | | |
0+15 0.0125 1.11 VQ | | | |
0+20 0.0222 1.41 |Q | | | |
0+25 0.0334 1.63 |VQ | | | |
0+30 0.0462 1.85 | Q | | | |
0+35 0.0608 2.13 | Q | | | |
0+40 0.0776 2.44 | Q | | | |
0+45 0.1028 3.65 | Q | | | |
0+50 0.1864 12.14 | V | Q | | |
0+55 0.3918 29.83 | | V | | Q|
1+ 0 0.5836 27.85 | | | V | Q |
1+ 5 0.6750 13.27 | | Q | |V |
1+10 0.7276 7.63 | Q | | V |
1+15 0.7630 5.15 | Q | | | V |
1+20 0.7884 3.68 | Q | | | V |
1+25 0.8073 2.74 | Q | | | V |
1+30 0.8214 2.04 | Q | | | V |
1+35 0.8331 1.71 | Q | | | V |
1+40 0.8422 1.32 |Q | | | V |
1+45 0.8493 1.03 |Q | | | V|
1+50 0.8547 0.79 |Q | | | V|
1+55 0.8588 0.60 Q | | | V|
2+ 0 0.8626 0.54 Q | | | V|
2+ 5 0.8652 0.38 Q | | | V|
2+10 0.8653 0.02 Q | | | V|
2+15 0.8654 0.01 Q | | | V
-----------------------------------------------------------------------
F.2.m
Packet Pg. 933 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX232
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX232.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 2-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.
Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.
Length along longest watercourse measured to centroid = 0.242 Mi.
Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.
Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.
Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.
Unit time = 5.00 Min.
Duration of storm = 3 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 0.80 53.68
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 1.86 124.81
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 0.800(In)
Area Averaged 100-Year Rainfall = 1.860(In)
Point rain (area averaged) = 0.800(In)
Areal adjustment factor = 99.97 %
Adjusted average point rain = 0.800(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488
F.2.m
Packet Pg. 934 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX232
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 1.30 0.125 ( 0.488) 0.112 0.012
2 0.17 1.30 0.125 ( 0.488) 0.112 0.012
3 0.25 1.10 0.106 ( 0.488) 0.095 0.011
4 0.33 1.50 0.144 ( 0.488) 0.130 0.014
5 0.42 1.50 0.144 ( 0.488) 0.130 0.014
6 0.50 1.80 0.173 ( 0.488) 0.155 0.017
7 0.58 1.50 0.144 ( 0.488) 0.130 0.014
8 0.67 1.80 0.173 ( 0.488) 0.155 0.017
9 0.75 1.80 0.173 ( 0.488) 0.155 0.017
10 0.83 1.50 0.144 ( 0.488) 0.130 0.014
11 0.92 1.60 0.154 ( 0.488) 0.138 0.015
12 1.00 1.80 0.173 ( 0.488) 0.155 0.017
13 1.08 2.20 0.211 ( 0.488) 0.190 0.021
14 1.17 2.20 0.211 ( 0.488) 0.190 0.021
15 1.25 2.20 0.211 ( 0.488) 0.190 0.021
16 1.33 2.00 0.192 ( 0.488) 0.173 0.019
17 1.42 2.60 0.250 ( 0.488) 0.225 0.025
18 1.50 2.70 0.259 ( 0.488) 0.233 0.026
19 1.58 2.40 0.230 ( 0.488) 0.207 0.023
20 1.67 2.70 0.259 ( 0.488) 0.233 0.026
21 1.75 3.30 0.317 ( 0.488) 0.285 0.032
22 1.83 3.10 0.298 ( 0.488) 0.268 0.030
23 1.92 2.90 0.278 ( 0.488) 0.250 0.028
24 2.00 3.00 0.288 ( 0.488) 0.259 0.029
25 2.08 3.10 0.298 ( 0.488) 0.268 0.030
26 2.17 4.20 0.403 ( 0.488) 0.363 0.040
27 2.25 5.00 0.480 ( 0.488) 0.432 0.048
28 2.33 3.50 0.336 ( 0.488) 0.302 0.034
29 2.42 6.80 0.653 0.488 ( 0.587) 0.164
30 2.50 7.30 0.701 0.488 ( 0.631) 0.212
31 2.58 8.20 0.787 0.488 ( 0.708) 0.299
32 2.67 5.90 0.566 0.488 ( 0.510) 0.078
33 2.75 2.00 0.192 ( 0.488) 0.173 0.019
34 2.83 1.80 0.173 ( 0.488) 0.155 0.017
35 2.92 1.80 0.173 ( 0.488) 0.155 0.017
36 3.00 0.60 0.058 ( 0.488) 0.052 0.006
(Loss Rate Not Used)
Sum = 100.0 Sum = 1.4
F.2.m
Packet Pg. 935 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX232
Flood volume = Effective rainfall 0.12(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 0.7(Ac.Ft)
Total soil loss = 0.68(In)
Total soil loss = 3.800(Ac.Ft)
Total rainfall = 0.80(In)
Flood volume = 29270.2 Cubic Feet
Total soil loss = 165531.0 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 12.057(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0
----------------------------------------------------------------------- 0+ 5 0.0004 0.06 Q | | | |
0+10 0.0024 0.29 Q | | | |
0+15 0.0060 0.52 VQ | | | |
0+20 0.0102 0.61 VQ | | | |
0+25 0.0150 0.70 VQ | | | |
0+30 0.0206 0.81 |Q | | | |
0+35 0.0268 0.90 |Q | | | |
0+40 0.0333 0.95 |Q | | | |
0+45 0.0402 0.99 |QV | | | |
0+50 0.0474 1.04 | Q | | | |
0+55 0.0545 1.03 | QV | | | |
1+ 0 0.0615 1.02 | QV | | | |
1+ 5 0.0689 1.08 | Q V | | | |
1+10 0.0772 1.20 | Q V | | | |
1+15 0.0861 1.30 | Q V | | | |
1+20 0.0953 1.33 | Q V | | | |
1+25 0.1046 1.34 | Q V | | | |
1+30 0.1145 1.44 | Q V | | | |
1+35 0.1252 1.55 | Q V | | | |
1+40 0.1360 1.58 | Q V | | | |
1+45 0.1473 1.63 | Q V | | | |
1+50 0.1596 1.79 | Q V| | | |
1+55 0.1726 1.88 | Q V | | |
2+ 0 0.1855 1.88 | Q |V | | |
2+ 5 0.1985 1.89 | Q |V | | |
2+10 0.2121 1.97 | Q | V | | |
2+15 0.2275 2.24 | Q | V | | |
2+20 0.2450 2.54 | Q | V | | |
2+25 0.2663 3.09 | Q | V | | |
2+30 0.3051 5.63 | |Q V | | |
2+35 0.3699 9.40 | | Q | V | |
2+40 0.4529 12.06 | | | Q V | |
2+45 0.5235 10.24 | | Q |V |
2+50 0.5660 6.18 | | Q | | V |
2+55 0.5937 4.02 | Q | | | V |
3+ 0 0.6147 3.05 | Q | | | V |
3+ 5 0.6304 2.27 | Q | | | V |
3+10 0.6414 1.60 | Q | | | V |
3+15 0.6493 1.15 | Q | | | V |
3+20 0.6554 0.89 |Q | | | V|
3+25 0.6601 0.69 |Q | | | V|
3+30 0.6637 0.52 |Q | | | V|
3+35 0.6665 0.40 Q | | | V|
3+40 0.6687 0.32 Q | | | V|
3+45 0.6704 0.23 Q | | | V|
3+50 0.6713 0.14 Q | | | V|
3+55 0.6717 0.05 Q | | | V|
4+ 0 0.6718 0.02 Q | | | V|
4+ 5 0.6719 0.01 Q | | | V|
4+10 0.6719 0.01 Q | | | V|
4+15 0.6720 0.00 Q | | | V|
-----------------------------------------------------------------------
F.2.m
Packet Pg. 936 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX262
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX262.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 2-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.
Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.
Length along longest watercourse measured to centroid = 0.242 Mi.
Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.
Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.
Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.
Unit time = 5.00 Min.
Duration of storm = 6 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 1.15 77.16
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 2.50 167.75
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 1.150(In)
Area Averaged 100-Year Rainfall = 2.500(In)
Point rain (area averaged) = 1.150(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 1.150(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488
F.2.m
Packet Pg. 937 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX262
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.50 0.069 ( 0.488) 0.062 0.007
2 0.17 0.60 0.083 ( 0.488) 0.075 0.008
3 0.25 0.60 0.083 ( 0.488) 0.075 0.008
4 0.33 0.60 0.083 ( 0.488) 0.075 0.008
5 0.42 0.60 0.083 ( 0.488) 0.075 0.008
6 0.50 0.70 0.097 ( 0.488) 0.087 0.010
7 0.58 0.70 0.097 ( 0.488) 0.087 0.010
8 0.67 0.70 0.097 ( 0.488) 0.087 0.010
9 0.75 0.70 0.097 ( 0.488) 0.087 0.010
10 0.83 0.70 0.097 ( 0.488) 0.087 0.010
11 0.92 0.70 0.097 ( 0.488) 0.087 0.010
12 1.00 0.80 0.110 ( 0.488) 0.099 0.011
13 1.08 0.80 0.110 ( 0.488) 0.099 0.011
14 1.17 0.80 0.110 ( 0.488) 0.099 0.011
15 1.25 0.80 0.110 ( 0.488) 0.099 0.011
16 1.33 0.80 0.110 ( 0.488) 0.099 0.011
17 1.42 0.80 0.110 ( 0.488) 0.099 0.011
18 1.50 0.80 0.110 ( 0.488) 0.099 0.011
19 1.58 0.80 0.110 ( 0.488) 0.099 0.011
20 1.67 0.80 0.110 ( 0.488) 0.099 0.011
21 1.75 0.80 0.110 ( 0.488) 0.099 0.011
22 1.83 0.80 0.110 ( 0.488) 0.099 0.011
23 1.92 0.80 0.110 ( 0.488) 0.099 0.011
24 2.00 0.90 0.124 ( 0.488) 0.112 0.012
25 2.08 0.80 0.110 ( 0.488) 0.099 0.011
26 2.17 0.90 0.124 ( 0.488) 0.112 0.012
27 2.25 0.90 0.124 ( 0.488) 0.112 0.012
28 2.33 0.90 0.124 ( 0.488) 0.112 0.012
29 2.42 0.90 0.124 ( 0.488) 0.112 0.012
30 2.50 0.90 0.124 ( 0.488) 0.112 0.012
31 2.58 0.90 0.124 ( 0.488) 0.112 0.012
32 2.67 0.90 0.124 ( 0.488) 0.112 0.012
33 2.75 1.00 0.138 ( 0.488) 0.124 0.014
34 2.83 1.00 0.138 ( 0.488) 0.124 0.014
35 2.92 1.00 0.138 ( 0.488) 0.124 0.014
36 3.00 1.00 0.138 ( 0.488) 0.124 0.014
37 3.08 1.00 0.138 ( 0.488) 0.124 0.014
38 3.17 1.10 0.152 ( 0.488) 0.137 0.015
F.2.m
Packet Pg. 938 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX262
39 3.25 1.10 0.152 ( 0.488) 0.137 0.015
40 3.33 1.10 0.152 ( 0.488) 0.137 0.015
41 3.42 1.20 0.166 ( 0.488) 0.149 0.017
42 3.50 1.30 0.179 ( 0.488) 0.161 0.018
43 3.58 1.40 0.193 ( 0.488) 0.174 0.019
44 3.67 1.40 0.193 ( 0.488) 0.174 0.019
45 3.75 1.50 0.207 ( 0.488) 0.186 0.021
46 3.83 1.50 0.207 ( 0.488) 0.186 0.021
47 3.92 1.60 0.221 ( 0.488) 0.199 0.022
48 4.00 1.60 0.221 ( 0.488) 0.199 0.022
49 4.08 1.70 0.235 ( 0.488) 0.211 0.023
50 4.17 1.80 0.248 ( 0.488) 0.224 0.025
51 4.25 1.90 0.262 ( 0.488) 0.236 0.026
52 4.33 2.00 0.276 ( 0.488) 0.248 0.028
53 4.42 2.10 0.290 ( 0.488) 0.261 0.029
54 4.50 2.10 0.290 ( 0.488) 0.261 0.029
55 4.58 2.20 0.304 ( 0.488) 0.273 0.030
56 4.67 2.30 0.317 ( 0.488) 0.286 0.032
57 4.75 2.40 0.331 ( 0.488) 0.298 0.033
58 4.83 2.40 0.331 ( 0.488) 0.298 0.033
59 4.92 2.50 0.345 ( 0.488) 0.310 0.034
60 5.00 2.60 0.359 ( 0.488) 0.323 0.036
61 5.08 3.10 0.428 ( 0.488) 0.385 0.043
62 5.17 3.60 0.497 ( 0.488) 0.447 0.050
63 5.25 3.90 0.538 ( 0.488) 0.484 0.054
64 5.33 4.20 0.579 0.488 ( 0.522) 0.091
65 5.42 4.70 0.648 0.488 ( 0.584) 0.160
66 5.50 5.60 0.773 0.488 ( 0.695) 0.284
67 5.58 1.90 0.262 ( 0.488) 0.236 0.026
68 5.67 0.90 0.124 ( 0.488) 0.112 0.012
69 5.75 0.60 0.083 ( 0.488) 0.075 0.008
70 5.83 0.50 0.069 ( 0.488) 0.062 0.007
71 5.92 0.30 0.041 ( 0.488) 0.037 0.004
72 6.00 0.20 0.028 ( 0.488) 0.025 0.003
(Loss Rate Not Used)
Sum = 100.0 Sum = 1.7
Flood volume = Effective rainfall 0.14(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 0.8(Ac.Ft)
Total soil loss = 1.01(In)
Total soil loss = 5.630(Ac.Ft)
Total rainfall = 1.15(In)
Flood volume = 34812.4 Cubic Feet
Total soil loss = 245231.9 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 10.077(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0
----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q | | | |
0+10 0.0014 0.17 Q | | | |
0+15 0.0036 0.33 Q | | | |
0+20 0.0065 0.41 Q | | | |
0+25 0.0096 0.45 Q | | | |
0+30 0.0129 0.49 Q | | | |
0+35 0.0166 0.53 VQ | | | |
0+40 0.0205 0.57 |Q | | | |
0+45 0.0246 0.60 |Q | | | |
0+50 0.0289 0.61 |Q | | | |
0+55 0.0331 0.62 |Q | | | |
1+ 0 0.0375 0.64 |Q | | | |
1+ 5 0.0421 0.67 |QV | | | |
1+10 0.0470 0.70 |QV | | | |
1+15 0.0519 0.72 |QV | | | |
1+20 0.0569 0.73 |QV | | | |
1+25 0.0620 0.73 |Q V | | | |
1+30 0.0670 0.74 |Q V | | | |
1+35 0.0721 0.74 |Q V | | | |
1+40 0.0772 0.74 |Q V | | | |
1+45 0.0823 0.74 |Q V | | | |
1+50 0.0874 0.74 |Q V | | | |
F.2.m
Packet Pg. 939 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX262
1+55 0.0926 0.74 |Q V | | | |
2+ 0 0.0978 0.75 |Q V | | | |
2+ 5 0.1031 0.77 |Q V | | | |
2+10 0.1084 0.78 |Q V | | | |
2+15 0.1139 0.79 |Q V | | | |
2+20 0.1195 0.81 |Q V | | | |
2+25 0.1251 0.82 |Q V | | | |
2+30 0.1308 0.83 |Q V | | | |
2+35 0.1365 0.83 |Q V | | | |
2+40 0.1423 0.83 |Q V | | | |
2+45 0.1481 0.84 |Q V | | | |
2+50 0.1540 0.87 |Q V | | | |
2+55 0.1602 0.90 |Q V | | | |
3+ 0 0.1665 0.91 |Q V | | | |
3+ 5 0.1728 0.92 |Q V | | | |
3+10 0.1791 0.93 |Q V | | | |
3+15 0.1857 0.96 |Q V| | | |
3+20 0.1925 0.98 |Q V| | | |
3+25 0.1994 1.00 | Q V| | | |
3+30 0.2066 1.04 | Q V | | |
3+35 0.2143 1.11 | Q V | | |
3+40 0.2224 1.18 | Q |V | | |
3+45 0.2308 1.23 | Q |V | | |
3+50 0.2397 1.28 | Q |V | | |
3+55 0.2488 1.33 | Q | V | | |
4+ 0 0.2583 1.38 | Q | V | | |
4+ 5 0.2681 1.42 | Q | V | | |
4+10 0.2783 1.48 | Q | V | | |
4+15 0.2890 1.55 | Q | V | | |
4+20 0.3002 1.63 | Q | V | | |
4+25 0.3120 1.72 | Q | V | | |
4+30 0.3244 1.80 | Q | V | | |
4+35 0.3372 1.86 | Q | V | | |
4+40 0.3505 1.92 | Q | V | | |
4+45 0.3642 2.00 | Q | V | | |
4+50 0.3786 2.08 | Q | V | | |
4+55 0.3933 2.14 | Q | V| | |
5+ 0 0.4085 2.20 | Q | V | |
5+ 5 0.4244 2.31 | Q | |V | |
5+10 0.4418 2.52 | Q | | V | |
5+15 0.4613 2.83 | Q | | V | |
5+20 0.4839 3.29 | Q | | V | |
5+25 0.5148 4.48 | Q | | V | |
5+30 0.5641 7.16 | | Q | V | |
5+35 0.6335 10.08 | | Q |V |
5+40 0.6906 8.29 | | Q | | V |
5+45 0.7216 4.51 | Q| | | V |
5+50 0.7416 2.91 | Q | | | V |
5+55 0.7564 2.14 | Q | | | V |
6+ 0 0.7675 1.62 | Q | | | V |
6+ 5 0.7759 1.22 | Q | | | V |
6+10 0.7821 0.90 |Q | | | V|
6+15 0.7868 0.69 |Q | | | V|
6+20 0.7904 0.52 |Q | | | V|
6+25 0.7932 0.40 Q | | | V|
6+30 0.7953 0.30 Q | | | V|
6+35 0.7968 0.23 Q | | | V|
6+40 0.7981 0.18 Q | | | V|
6+45 0.7988 0.11 Q | | | V|
6+50 0.7990 0.02 Q | | | V|
6+55 0.7991 0.01 Q | | | V|
7+ 0 0.7991 0.01 Q | | | V|
7+ 5 0.7992 0.00 Q | | | V|
7+10 0.7992 0.00 Q | | | V|
7+15 0.7992 0.00 Q | | | V|
-----------------------------------------------------------------------
F.2.m
Packet Pg. 940 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX2242.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 2-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.
Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.
Length along longest watercourse measured to centroid = 0.242 Mi.
Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.
Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.
Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 1.75 117.42
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 4.50 301.95
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 1.750(In)
Area Averaged 100-Year Rainfall = 4.500(In)
Point rain (area averaged) = 1.750(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 1.750(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488
F.2.m
Packet Pg. 941 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.07 0.014 ( 0.866) 0.013 0.001
2 0.17 0.07 0.014 ( 0.862) 0.013 0.001
3 0.25 0.07 0.014 ( 0.859) 0.013 0.001
4 0.33 0.10 0.021 ( 0.856) 0.019 0.002
5 0.42 0.10 0.021 ( 0.852) 0.019 0.002
6 0.50 0.10 0.021 ( 0.849) 0.019 0.002
7 0.58 0.10 0.021 ( 0.846) 0.019 0.002
8 0.67 0.10 0.021 ( 0.842) 0.019 0.002
9 0.75 0.10 0.021 ( 0.839) 0.019 0.002
10 0.83 0.13 0.028 ( 0.836) 0.025 0.003
11 0.92 0.13 0.028 ( 0.833) 0.025 0.003
12 1.00 0.13 0.028 ( 0.829) 0.025 0.003
13 1.08 0.10 0.021 ( 0.826) 0.019 0.002
14 1.17 0.10 0.021 ( 0.823) 0.019 0.002
15 1.25 0.10 0.021 ( 0.819) 0.019 0.002
16 1.33 0.10 0.021 ( 0.816) 0.019 0.002
17 1.42 0.10 0.021 ( 0.813) 0.019 0.002
18 1.50 0.10 0.021 ( 0.810) 0.019 0.002
19 1.58 0.10 0.021 ( 0.806) 0.019 0.002
20 1.67 0.10 0.021 ( 0.803) 0.019 0.002
21 1.75 0.10 0.021 ( 0.800) 0.019 0.002
22 1.83 0.13 0.028 ( 0.797) 0.025 0.003
23 1.92 0.13 0.028 ( 0.794) 0.025 0.003
24 2.00 0.13 0.028 ( 0.790) 0.025 0.003
25 2.08 0.13 0.028 ( 0.787) 0.025 0.003
26 2.17 0.13 0.028 ( 0.784) 0.025 0.003
27 2.25 0.13 0.028 ( 0.781) 0.025 0.003
28 2.33 0.13 0.028 ( 0.778) 0.025 0.003
29 2.42 0.13 0.028 ( 0.774) 0.025 0.003
30 2.50 0.13 0.028 ( 0.771) 0.025 0.003
31 2.58 0.17 0.035 ( 0.768) 0.031 0.003
32 2.67 0.17 0.035 ( 0.765) 0.031 0.003
33 2.75 0.17 0.035 ( 0.762) 0.031 0.003
34 2.83 0.17 0.035 ( 0.759) 0.031 0.003
35 2.92 0.17 0.035 ( 0.756) 0.031 0.003
36 3.00 0.17 0.035 ( 0.752) 0.031 0.003
37 3.08 0.17 0.035 ( 0.749) 0.031 0.003
38 3.17 0.17 0.035 ( 0.746) 0.031 0.003
F.2.m
Packet Pg. 942 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
39 3.25 0.17 0.035 ( 0.743) 0.031 0.003
40 3.33 0.17 0.035 ( 0.740) 0.031 0.003
41 3.42 0.17 0.035 ( 0.737) 0.031 0.003
42 3.50 0.17 0.035 ( 0.734) 0.031 0.003
43 3.58 0.17 0.035 ( 0.731) 0.031 0.003
44 3.67 0.17 0.035 ( 0.728) 0.031 0.003
45 3.75 0.17 0.035 ( 0.725) 0.031 0.003
46 3.83 0.20 0.042 ( 0.722) 0.038 0.004
47 3.92 0.20 0.042 ( 0.719) 0.038 0.004
48 4.00 0.20 0.042 ( 0.715) 0.038 0.004
49 4.08 0.20 0.042 ( 0.712) 0.038 0.004
50 4.17 0.20 0.042 ( 0.709) 0.038 0.004
51 4.25 0.20 0.042 ( 0.706) 0.038 0.004
52 4.33 0.23 0.049 ( 0.703) 0.044 0.005
53 4.42 0.23 0.049 ( 0.700) 0.044 0.005
54 4.50 0.23 0.049 ( 0.697) 0.044 0.005
55 4.58 0.23 0.049 ( 0.694) 0.044 0.005
56 4.67 0.23 0.049 ( 0.691) 0.044 0.005
57 4.75 0.23 0.049 ( 0.688) 0.044 0.005
58 4.83 0.27 0.056 ( 0.685) 0.050 0.006
59 4.92 0.27 0.056 ( 0.683) 0.050 0.006
60 5.00 0.27 0.056 ( 0.680) 0.050 0.006
61 5.08 0.20 0.042 ( 0.677) 0.038 0.004
62 5.17 0.20 0.042 ( 0.674) 0.038 0.004
63 5.25 0.20 0.042 ( 0.671) 0.038 0.004
64 5.33 0.23 0.049 ( 0.668) 0.044 0.005
65 5.42 0.23 0.049 ( 0.665) 0.044 0.005
66 5.50 0.23 0.049 ( 0.662) 0.044 0.005
67 5.58 0.27 0.056 ( 0.659) 0.050 0.006
68 5.67 0.27 0.056 ( 0.656) 0.050 0.006
69 5.75 0.27 0.056 ( 0.653) 0.050 0.006
70 5.83 0.27 0.056 ( 0.650) 0.050 0.006
71 5.92 0.27 0.056 ( 0.647) 0.050 0.006
72 6.00 0.27 0.056 ( 0.645) 0.050 0.006
73 6.08 0.30 0.063 ( 0.642) 0.057 0.006
74 6.17 0.30 0.063 ( 0.639) 0.057 0.006
75 6.25 0.30 0.063 ( 0.636) 0.057 0.006
76 6.33 0.30 0.063 ( 0.633) 0.057 0.006
77 6.42 0.30 0.063 ( 0.630) 0.057 0.006
78 6.50 0.30 0.063 ( 0.628) 0.057 0.006
79 6.58 0.33 0.070 ( 0.625) 0.063 0.007
80 6.67 0.33 0.070 ( 0.622) 0.063 0.007
81 6.75 0.33 0.070 ( 0.619) 0.063 0.007
82 6.83 0.33 0.070 ( 0.616) 0.063 0.007
83 6.92 0.33 0.070 ( 0.614) 0.063 0.007
84 7.00 0.33 0.070 ( 0.611) 0.063 0.007
85 7.08 0.33 0.070 ( 0.608) 0.063 0.007
86 7.17 0.33 0.070 ( 0.605) 0.063 0.007
87 7.25 0.33 0.070 ( 0.602) 0.063 0.007
88 7.33 0.37 0.077 ( 0.600) 0.069 0.008
89 7.42 0.37 0.077 ( 0.597) 0.069 0.008
90 7.50 0.37 0.077 ( 0.594) 0.069 0.008
91 7.58 0.40 0.084 ( 0.591) 0.076 0.008
92 7.67 0.40 0.084 ( 0.589) 0.076 0.008
93 7.75 0.40 0.084 ( 0.586) 0.076 0.008
94 7.83 0.43 0.091 ( 0.583) 0.082 0.009
95 7.92 0.43 0.091 ( 0.581) 0.082 0.009
96 8.00 0.43 0.091 ( 0.578) 0.082 0.009
97 8.08 0.50 0.105 ( 0.575) 0.094 0.010
98 8.17 0.50 0.105 ( 0.573) 0.094 0.010
99 8.25 0.50 0.105 ( 0.570) 0.094 0.010
100 8.33 0.50 0.105 ( 0.567) 0.094 0.010
101 8.42 0.50 0.105 ( 0.565) 0.094 0.010
102 8.50 0.50 0.105 ( 0.562) 0.094 0.010
103 8.58 0.53 0.112 ( 0.559) 0.101 0.011
104 8.67 0.53 0.112 ( 0.557) 0.101 0.011
105 8.75 0.53 0.112 ( 0.554) 0.101 0.011
106 8.83 0.57 0.119 ( 0.551) 0.107 0.012
107 8.92 0.57 0.119 ( 0.549) 0.107 0.012
108 9.00 0.57 0.119 ( 0.546) 0.107 0.012
109 9.08 0.63 0.133 ( 0.544) 0.120 0.013
110 9.17 0.63 0.133 ( 0.541) 0.120 0.013
111 9.25 0.63 0.133 ( 0.539) 0.120 0.013
112 9.33 0.67 0.140 ( 0.536) 0.126 0.014
113 9.42 0.67 0.140 ( 0.533) 0.126 0.014
114 9.50 0.67 0.140 ( 0.531) 0.126 0.014
115 9.58 0.70 0.147 ( 0.528) 0.132 0.015
F.2.m
Packet Pg. 943 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
116 9.67 0.70 0.147 ( 0.526) 0.132 0.015
117 9.75 0.70 0.147 ( 0.523) 0.132 0.015
118 9.83 0.73 0.154 ( 0.521) 0.139 0.015
119 9.92 0.73 0.154 ( 0.518) 0.139 0.015
120 10.00 0.73 0.154 ( 0.516) 0.139 0.015
121 10.08 0.50 0.105 ( 0.513) 0.094 0.010
122 10.17 0.50 0.105 ( 0.511) 0.094 0.010
123 10.25 0.50 0.105 ( 0.508) 0.094 0.010
124 10.33 0.50 0.105 ( 0.506) 0.094 0.010
125 10.42 0.50 0.105 ( 0.503) 0.094 0.010
126 10.50 0.50 0.105 ( 0.501) 0.094 0.010
127 10.58 0.67 0.140 ( 0.498) 0.126 0.014
128 10.67 0.67 0.140 ( 0.496) 0.126 0.014
129 10.75 0.67 0.140 ( 0.494) 0.126 0.014
130 10.83 0.67 0.140 ( 0.491) 0.126 0.014
131 10.92 0.67 0.140 ( 0.489) 0.126 0.014
132 11.00 0.67 0.140 ( 0.486) 0.126 0.014
133 11.08 0.63 0.133 ( 0.484) 0.120 0.013
134 11.17 0.63 0.133 ( 0.482) 0.120 0.013
135 11.25 0.63 0.133 ( 0.479) 0.120 0.013
136 11.33 0.63 0.133 ( 0.477) 0.120 0.013
137 11.42 0.63 0.133 ( 0.474) 0.120 0.013
138 11.50 0.63 0.133 ( 0.472) 0.120 0.013
139 11.58 0.57 0.119 ( 0.470) 0.107 0.012
140 11.67 0.57 0.119 ( 0.467) 0.107 0.012
141 11.75 0.57 0.119 ( 0.465) 0.107 0.012
142 11.83 0.60 0.126 ( 0.463) 0.113 0.013
143 11.92 0.60 0.126 ( 0.460) 0.113 0.013
144 12.00 0.60 0.126 ( 0.458) 0.113 0.013
145 12.08 0.83 0.175 ( 0.456) 0.157 0.017
146 12.17 0.83 0.175 ( 0.454) 0.157 0.017
147 12.25 0.83 0.175 ( 0.451) 0.157 0.017
148 12.33 0.87 0.182 ( 0.449) 0.164 0.018
149 12.42 0.87 0.182 ( 0.447) 0.164 0.018
150 12.50 0.87 0.182 ( 0.445) 0.164 0.018
151 12.58 0.93 0.196 ( 0.442) 0.176 0.020
152 12.67 0.93 0.196 ( 0.440) 0.176 0.020
153 12.75 0.93 0.196 ( 0.438) 0.176 0.020
154 12.83 0.97 0.203 ( 0.436) 0.183 0.020
155 12.92 0.97 0.203 ( 0.433) 0.183 0.020
156 13.00 0.97 0.203 ( 0.431) 0.183 0.020
157 13.08 1.13 0.238 ( 0.429) 0.214 0.024
158 13.17 1.13 0.238 ( 0.427) 0.214 0.024
159 13.25 1.13 0.238 ( 0.425) 0.214 0.024
160 13.33 1.13 0.238 ( 0.423) 0.214 0.024
161 13.42 1.13 0.238 ( 0.420) 0.214 0.024
162 13.50 1.13 0.238 ( 0.418) 0.214 0.024
163 13.58 0.77 0.161 ( 0.416) 0.145 0.016
164 13.67 0.77 0.161 ( 0.414) 0.145 0.016
165 13.75 0.77 0.161 ( 0.412) 0.145 0.016
166 13.83 0.77 0.161 ( 0.410) 0.145 0.016
167 13.92 0.77 0.161 ( 0.408) 0.145 0.016
168 14.00 0.77 0.161 ( 0.406) 0.145 0.016
169 14.08 0.90 0.189 ( 0.404) 0.170 0.019
170 14.17 0.90 0.189 ( 0.402) 0.170 0.019
171 14.25 0.90 0.189 ( 0.399) 0.170 0.019
172 14.33 0.87 0.182 ( 0.397) 0.164 0.018
173 14.42 0.87 0.182 ( 0.395) 0.164 0.018
174 14.50 0.87 0.182 ( 0.393) 0.164 0.018
175 14.58 0.87 0.182 ( 0.391) 0.164 0.018
176 14.67 0.87 0.182 ( 0.389) 0.164 0.018
177 14.75 0.87 0.182 ( 0.387) 0.164 0.018
178 14.83 0.83 0.175 ( 0.385) 0.157 0.017
179 14.92 0.83 0.175 ( 0.383) 0.157 0.017
180 15.00 0.83 0.175 ( 0.381) 0.157 0.017
181 15.08 0.80 0.168 ( 0.379) 0.151 0.017
182 15.17 0.80 0.168 ( 0.378) 0.151 0.017
183 15.25 0.80 0.168 ( 0.376) 0.151 0.017
184 15.33 0.77 0.161 ( 0.374) 0.145 0.016
185 15.42 0.77 0.161 ( 0.372) 0.145 0.016
186 15.50 0.77 0.161 ( 0.370) 0.145 0.016
187 15.58 0.63 0.133 ( 0.368) 0.120 0.013
188 15.67 0.63 0.133 ( 0.366) 0.120 0.013
189 15.75 0.63 0.133 ( 0.364) 0.120 0.013
190 15.83 0.63 0.133 ( 0.362) 0.120 0.013
191 15.92 0.63 0.133 ( 0.360) 0.120 0.013
192 16.00 0.63 0.133 ( 0.359) 0.120 0.013
F.2.m
Packet Pg. 944 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
193 16.08 0.13 0.028 ( 0.357) 0.025 0.003
194 16.17 0.13 0.028 ( 0.355) 0.025 0.003
195 16.25 0.13 0.028 ( 0.353) 0.025 0.003
196 16.33 0.13 0.028 ( 0.351) 0.025 0.003
197 16.42 0.13 0.028 ( 0.350) 0.025 0.003
198 16.50 0.13 0.028 ( 0.348) 0.025 0.003
199 16.58 0.10 0.021 ( 0.346) 0.019 0.002
200 16.67 0.10 0.021 ( 0.344) 0.019 0.002
201 16.75 0.10 0.021 ( 0.343) 0.019 0.002
202 16.83 0.10 0.021 ( 0.341) 0.019 0.002
203 16.92 0.10 0.021 ( 0.339) 0.019 0.002
204 17.00 0.10 0.021 ( 0.337) 0.019 0.002
205 17.08 0.17 0.035 ( 0.336) 0.031 0.003
206 17.17 0.17 0.035 ( 0.334) 0.031 0.003
207 17.25 0.17 0.035 ( 0.332) 0.031 0.003
208 17.33 0.17 0.035 ( 0.331) 0.031 0.003
209 17.42 0.17 0.035 ( 0.329) 0.031 0.003
210 17.50 0.17 0.035 ( 0.327) 0.031 0.003
211 17.58 0.17 0.035 ( 0.326) 0.031 0.003
212 17.67 0.17 0.035 ( 0.324) 0.031 0.003
213 17.75 0.17 0.035 ( 0.322) 0.031 0.003
214 17.83 0.13 0.028 ( 0.321) 0.025 0.003
215 17.92 0.13 0.028 ( 0.319) 0.025 0.003
216 18.00 0.13 0.028 ( 0.318) 0.025 0.003
217 18.08 0.13 0.028 ( 0.316) 0.025 0.003
218 18.17 0.13 0.028 ( 0.315) 0.025 0.003
219 18.25 0.13 0.028 ( 0.313) 0.025 0.003
220 18.33 0.13 0.028 ( 0.311) 0.025 0.003
221 18.42 0.13 0.028 ( 0.310) 0.025 0.003
222 18.50 0.13 0.028 ( 0.308) 0.025 0.003
223 18.58 0.10 0.021 ( 0.307) 0.019 0.002
224 18.67 0.10 0.021 ( 0.305) 0.019 0.002
225 18.75 0.10 0.021 ( 0.304) 0.019 0.002
226 18.83 0.07 0.014 ( 0.303) 0.013 0.001
227 18.92 0.07 0.014 ( 0.301) 0.013 0.001
228 19.00 0.07 0.014 ( 0.300) 0.013 0.001
229 19.08 0.10 0.021 ( 0.298) 0.019 0.002
230 19.17 0.10 0.021 ( 0.297) 0.019 0.002
231 19.25 0.10 0.021 ( 0.295) 0.019 0.002
232 19.33 0.13 0.028 ( 0.294) 0.025 0.003
233 19.42 0.13 0.028 ( 0.293) 0.025 0.003
234 19.50 0.13 0.028 ( 0.291) 0.025 0.003
235 19.58 0.10 0.021 ( 0.290) 0.019 0.002
236 19.67 0.10 0.021 ( 0.289) 0.019 0.002
237 19.75 0.10 0.021 ( 0.287) 0.019 0.002
238 19.83 0.07 0.014 ( 0.286) 0.013 0.001
239 19.92 0.07 0.014 ( 0.285) 0.013 0.001
240 20.00 0.07 0.014 ( 0.284) 0.013 0.001
241 20.08 0.10 0.021 ( 0.282) 0.019 0.002
242 20.17 0.10 0.021 ( 0.281) 0.019 0.002
243 20.25 0.10 0.021 ( 0.280) 0.019 0.002
244 20.33 0.10 0.021 ( 0.279) 0.019 0.002
245 20.42 0.10 0.021 ( 0.277) 0.019 0.002
246 20.50 0.10 0.021 ( 0.276) 0.019 0.002
247 20.58 0.10 0.021 ( 0.275) 0.019 0.002
248 20.67 0.10 0.021 ( 0.274) 0.019 0.002
249 20.75 0.10 0.021 ( 0.273) 0.019 0.002
250 20.83 0.07 0.014 ( 0.272) 0.013 0.001
251 20.92 0.07 0.014 ( 0.271) 0.013 0.001
252 21.00 0.07 0.014 ( 0.270) 0.013 0.001
253 21.08 0.10 0.021 ( 0.268) 0.019 0.002
254 21.17 0.10 0.021 ( 0.267) 0.019 0.002
255 21.25 0.10 0.021 ( 0.266) 0.019 0.002
256 21.33 0.07 0.014 ( 0.265) 0.013 0.001
257 21.42 0.07 0.014 ( 0.264) 0.013 0.001
258 21.50 0.07 0.014 ( 0.263) 0.013 0.001
259 21.58 0.10 0.021 ( 0.262) 0.019 0.002
260 21.67 0.10 0.021 ( 0.261) 0.019 0.002
261 21.75 0.10 0.021 ( 0.261) 0.019 0.002
262 21.83 0.07 0.014 ( 0.260) 0.013 0.001
263 21.92 0.07 0.014 ( 0.259) 0.013 0.001
264 22.00 0.07 0.014 ( 0.258) 0.013 0.001
265 22.08 0.10 0.021 ( 0.257) 0.019 0.002
266 22.17 0.10 0.021 ( 0.256) 0.019 0.002
267 22.25 0.10 0.021 ( 0.255) 0.019 0.002
268 22.33 0.07 0.014 ( 0.255) 0.013 0.001
269 22.42 0.07 0.014 ( 0.254) 0.013 0.001
F.2.m
Packet Pg. 945 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
270 22.50 0.07 0.014 ( 0.253) 0.013 0.001
271 22.58 0.07 0.014 ( 0.252) 0.013 0.001
272 22.67 0.07 0.014 ( 0.252) 0.013 0.001
273 22.75 0.07 0.014 ( 0.251) 0.013 0.001
274 22.83 0.07 0.014 ( 0.250) 0.013 0.001
275 22.92 0.07 0.014 ( 0.250) 0.013 0.001
276 23.00 0.07 0.014 ( 0.249) 0.013 0.001
277 23.08 0.07 0.014 ( 0.248) 0.013 0.001
278 23.17 0.07 0.014 ( 0.248) 0.013 0.001
279 23.25 0.07 0.014 ( 0.247) 0.013 0.001
280 23.33 0.07 0.014 ( 0.247) 0.013 0.001
281 23.42 0.07 0.014 ( 0.246) 0.013 0.001
282 23.50 0.07 0.014 ( 0.246) 0.013 0.001
283 23.58 0.07 0.014 ( 0.246) 0.013 0.001
284 23.67 0.07 0.014 ( 0.245) 0.013 0.001
285 23.75 0.07 0.014 ( 0.245) 0.013 0.001
286 23.83 0.07 0.014 ( 0.245) 0.013 0.001
287 23.92 0.07 0.014 ( 0.244) 0.013 0.001
288 24.00 0.07 0.014 ( 0.244) 0.013 0.001
(Loss Rate Not Used)
Sum = 100.0 Sum = 2.1
Flood volume = Effective rainfall 0.17(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 1.0(Ac.Ft)
Total soil loss = 1.57(In)
Total soil loss = 8.806(Ac.Ft)
Total rainfall = 1.75(In)
Flood volume = 42619.7 Cubic Feet
Total soil loss = 383577.2 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.573(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0000 0.01 Q | | | |
0+10 0.0003 0.03 Q | | | |
0+15 0.0007 0.06 Q | | | |
0+20 0.0012 0.07 Q | | | |
0+25 0.0018 0.09 Q | | | |
0+30 0.0026 0.11 Q | | | |
0+35 0.0034 0.12 Q | | | |
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0+45 0.0052 0.13 Q | | | |
0+50 0.0061 0.14 Q | | | |
0+55 0.0072 0.15 Q | | | |
1+ 0 0.0083 0.17 Q | | | |
1+ 5 0.0095 0.17 Q | | | |
1+10 0.0106 0.16 Q | | | |
1+15 0.0117 0.15 Q | | | |
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1+25 0.0137 0.15 Q | | | |
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2+15 0.0247 0.18 QV | | | |
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2+55 0.0359 0.23 QV | | | |
3+ 0 0.0375 0.23 QV | | | |
3+ 5 0.0391 0.23 QV | | | |
F.2.m
Packet Pg. 946 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
3+10 0.0407 0.23 QV | | | |
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3+50 0.0537 0.24 Q V | | | |
3+55 0.0554 0.25 |QV | | | |
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8+20 0.2066 0.68 | Q V | | | |
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8+30 0.2161 0.69 | Q V | | | |
8+35 0.2210 0.70 | Q V| | | |
8+40 0.2259 0.72 | Q V| | | |
8+45 0.2310 0.73 | Q V| | | |
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8+55 0.2413 0.76 | Q V| | | |
9+ 0 0.2467 0.78 | Q V | | |
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9+20 0.2697 0.87 | Q |V | | |
9+25 0.2759 0.89 | Q |V | | |
9+30 0.2822 0.91 | Q |V | | |
F.2.m
Packet Pg. 947 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
9+35 0.2886 0.93 | Q |V | | |
9+40 0.2951 0.95 | Q | V | | |
9+45 0.3017 0.96 | Q | V | | |
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9+55 0.3153 1.00 | Q | V | | |
10+ 0 0.3223 1.01 | Q | V | | |
10+ 5 0.3292 1.00 | Q | V | | |
10+10 0.3354 0.91 | Q | V | | |
10+15 0.3411 0.82 | Q | V | | |
10+20 0.3465 0.78 | Q | V | | |
10+25 0.3518 0.76 | Q | V | | |
10+30 0.3569 0.75 | Q | V | | |
10+35 0.3621 0.76 | Q | V | | |
10+40 0.3678 0.82 | Q | V | | |
10+45 0.3738 0.88 | Q | V | | |
10+50 0.3800 0.90 | Q | V | | |
10+55 0.3863 0.91 | Q | V | | |
11+ 0 0.3927 0.92 | Q | V | | |
11+ 5 0.3991 0.92 | Q | V | | |
11+10 0.4054 0.92 | Q | V | | |
11+15 0.4116 0.90 | Q | V | | |
11+20 0.4178 0.90 | Q | V | | |
11+25 0.4240 0.90 | Q | V | | |
11+30 0.4302 0.90 | Q | V | | |
11+35 0.4364 0.89 | Q | V | | |
11+40 0.4423 0.87 | Q | V | | |
11+45 0.4481 0.84 | Q | V | | |
11+50 0.4539 0.83 | Q | V | | |
11+55 0.4597 0.84 | Q | V | | |
12+ 0 0.4655 0.85 | Q | V| | |
12+ 5 0.4715 0.87 | Q | V| | |
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12+15 0.4855 1.06 | Q | V| | |
12+20 0.4931 1.10 | Q | V | |
12+25 0.5009 1.14 | Q | V | |
12+30 0.5090 1.17 | Q | V | |
12+35 0.5172 1.19 | Q | |V | |
12+40 0.5257 1.23 | Q | |V | |
12+45 0.5344 1.26 | Q | |V | |
12+50 0.5432 1.29 | Q | | V | |
12+55 0.5523 1.31 | Q | | V | |
13+ 0 0.5614 1.33 | Q | | V | |
13+ 5 0.5708 1.36 | Q | | V | |
13+10 0.5807 1.43 | Q | | V | |
13+15 0.5911 1.51 | Q | | V | |
13+20 0.6017 1.54 | Q | | V | |
13+25 0.6125 1.56 | Q | | V | |
13+30 0.6233 1.57 | Q | | V | |
13+35 0.6340 1.55 | Q | | V | |
13+40 0.6437 1.41 | Q | | V | |
13+45 0.6524 1.27 | Q | | V | |
13+50 0.6607 1.21 | Q | | V | |
13+55 0.6688 1.18 | Q | | V | |
14+ 0 0.6767 1.15 | Q | | V | |
14+ 5 0.6846 1.15 | Q | | V | |
14+10 0.6929 1.19 | Q | | V | |
14+15 0.7014 1.24 | Q | | V | |
14+20 0.7100 1.25 | Q | | V| |
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14+50 0.7609 1.22 | Q | | |V |
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15+ 0 0.7775 1.20 | Q | | |V |
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15+50 0.8533 0.95 | Q | | | V |
15+55 0.8597 0.94 | Q | | | V |
F.2.m
Packet Pg. 948 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
16+ 0 0.8661 0.93 | Q | | | V |
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16+15 0.8800 0.46 |Q | | | V |
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21+25 0.9540 0.12 Q | | | V|
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22+10 0.9612 0.12 Q | | | V|
22+15 0.9621 0.13 Q | | | V|
22+20 0.9630 0.13 Q | | | V|
F.2.m
Packet Pg. 949 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
22+25 0.9638 0.12 Q | | | V|
22+30 0.9646 0.11 Q | | | V|
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25+ 0 0.9784 0.00 Q | | | V|
25+ 5 0.9784 0.00 Q | | | V|
25+10 0.9784 0.00 Q | | | V|
25+15 0.9784 0.00 Q | | | V|
-----------------------------------------------------------------------
F.2.m
Packet Pg. 950 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX515
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX515.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 5-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.
Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.
Length along longest watercourse measured to centroid = 0.242 Mi.
Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.
Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.
Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.
Unit time = 5.00 Min.
Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
0.00 0.50 0.00
0.00 0.01 0.00
67.10 0.50 33.55
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 1.20 80.52
STORM EVENT (YEAR) = 5.00
Area Averaged 2-Year Rainfall = 0.500(In)
Area Averaged 100-Year Rainfall = 1.200(In)
Point rain (area averaged) = 0.664(In)
Areal adjustment factor = 99.94 %
Adjusted average point rain = 0.664(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
F.2.m
Packet Pg. 951 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX515
76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5000 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 4.20 0.334 ( 0.488) 0.301 0.033
2 0.17 4.30 0.342 ( 0.488) 0.308 0.034
3 0.25 5.00 0.398 ( 0.488) 0.358 0.040
4 0.33 5.00 0.398 ( 0.488) 0.358 0.040
5 0.42 5.80 0.462 ( 0.488) 0.416 0.046
6 0.50 6.50 0.518 ( 0.488) 0.466 0.052
7 0.58 7.40 0.589 0.488 ( 0.530) 0.101
8 0.67 8.60 0.685 0.488 ( 0.616) 0.196
9 0.75 12.30 0.979 0.488 ( 0.881) 0.491
10 0.83 29.10 2.317 0.488 ( 2.085) 1.829
11 0.92 6.80 0.541 ( 0.488) 0.487 0.054
12 1.00 5.00 0.398 ( 0.488) 0.358 0.040
(Loss Rate Not Used)
Sum = 100.0 Sum = 3.0
Flood volume = Effective rainfall 0.25(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 1.4(Ac.Ft)
Total soil loss = 0.42(In)
Total soil loss = 2.333(Ac.Ft)
Total rainfall = 0.66(In)
Flood volume = 60006.7 Cubic Feet
Total soil loss = 101616.9 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 46.983(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 12.5 25.0 37.5 50.0
----------------------------------------------------------------------- 0+ 5 0.0010 0.15 Q | | | |
F.2.m
Packet Pg. 952 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX515
0+10 0.0064 0.79 Q | | | |
0+15 0.0166 1.47 VQ | | | |
0+20 0.0295 1.87 VQ | | | |
0+25 0.0444 2.16 |Q | | | |
0+30 0.0613 2.46 |Q | | | |
0+35 0.0821 3.01 | Q | | | |
0+40 0.1138 4.60 | Q | | | |
0+45 0.1744 8.81 | V Q | | | |
0+50 0.3307 22.69 | V| Q | | |
0+55 0.6543 46.98 | | V | | Q |
1+ 0 0.9442 42.10 | | | V | Q |
1+ 5 1.0830 20.15 | | Q | |V |
1+10 1.1636 11.70 | Q| | | V |
1+15 1.2183 7.95 | Q | | | V |
1+20 1.2577 5.71 | Q | | | V |
1+25 1.2871 4.27 | Q | | | V |
1+30 1.3092 3.21 | Q | | | V |
1+35 1.3275 2.66 | Q | | | V |
1+40 1.3417 2.06 |Q | | | V |
1+45 1.3528 1.61 |Q | | | V|
1+50 1.3613 1.24 Q | | | V|
1+55 1.3678 0.95 Q | | | V|
2+ 0 1.3735 0.82 Q | | | V|
2+ 5 1.3773 0.55 Q | | | V|
2+10 1.3775 0.03 Q | | | V|
2+15 1.3776 0.01 Q | | | V
-----------------------------------------------------------------------
F.2.m
Packet Pg. 953 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX535
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX535.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 5-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.
Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.
Length along longest watercourse measured to centroid = 0.242 Mi.
Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.
Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.
Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.
Unit time = 5.00 Min.
Duration of storm = 3 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 0.80 53.68
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 1.86 124.81
STORM EVENT (YEAR) = 5.00
Area Averaged 2-Year Rainfall = 0.800(In)
Area Averaged 100-Year Rainfall = 1.860(In)
Point rain (area averaged) = 1.048(In)
Areal adjustment factor = 99.97 %
Adjusted average point rain = 1.048(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488
F.2.m
Packet Pg. 954 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX535
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 1.30 0.163 ( 0.488) 0.147 0.016
2 0.17 1.30 0.163 ( 0.488) 0.147 0.016
3 0.25 1.10 0.138 ( 0.488) 0.124 0.014
4 0.33 1.50 0.189 ( 0.488) 0.170 0.019
5 0.42 1.50 0.189 ( 0.488) 0.170 0.019
6 0.50 1.80 0.226 ( 0.488) 0.204 0.023
7 0.58 1.50 0.189 ( 0.488) 0.170 0.019
8 0.67 1.80 0.226 ( 0.488) 0.204 0.023
9 0.75 1.80 0.226 ( 0.488) 0.204 0.023
10 0.83 1.50 0.189 ( 0.488) 0.170 0.019
11 0.92 1.60 0.201 ( 0.488) 0.181 0.020
12 1.00 1.80 0.226 ( 0.488) 0.204 0.023
13 1.08 2.20 0.277 ( 0.488) 0.249 0.028
14 1.17 2.20 0.277 ( 0.488) 0.249 0.028
15 1.25 2.20 0.277 ( 0.488) 0.249 0.028
16 1.33 2.00 0.252 ( 0.488) 0.226 0.025
17 1.42 2.60 0.327 ( 0.488) 0.294 0.033
18 1.50 2.70 0.340 ( 0.488) 0.306 0.034
19 1.58 2.40 0.302 ( 0.488) 0.272 0.030
20 1.67 2.70 0.340 ( 0.488) 0.306 0.034
21 1.75 3.30 0.415 ( 0.488) 0.373 0.041
22 1.83 3.10 0.390 ( 0.488) 0.351 0.039
23 1.92 2.90 0.365 ( 0.488) 0.328 0.036
24 2.00 3.00 0.377 ( 0.488) 0.340 0.038
25 2.08 3.10 0.390 ( 0.488) 0.351 0.039
26 2.17 4.20 0.528 ( 0.488) 0.475 0.053
27 2.25 5.00 0.629 0.488 ( 0.566) 0.140
28 2.33 3.50 0.440 ( 0.488) 0.396 0.044
29 2.42 6.80 0.855 0.488 ( 0.770) 0.367
30 2.50 7.30 0.918 0.488 ( 0.826) 0.430
31 2.58 8.20 1.031 0.488 ( 0.928) 0.543
32 2.67 5.90 0.742 0.488 ( 0.668) 0.254
33 2.75 2.00 0.252 ( 0.488) 0.226 0.025
34 2.83 1.80 0.226 ( 0.488) 0.204 0.023
35 2.92 1.80 0.226 ( 0.488) 0.204 0.023
36 3.00 0.60 0.075 ( 0.488) 0.068 0.008
(Loss Rate Not Used)
Sum = 100.0 Sum = 2.6
F.2.m
Packet Pg. 955 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX535
Flood volume = Effective rainfall 0.21(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 1.2(Ac.Ft)
Total soil loss = 0.83(In)
Total soil loss = 4.661(Ac.Ft)
Total rainfall = 1.05(In)
Flood volume = 52233.5 Cubic Feet
Total soil loss = 203023.7 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 23.769(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0
----------------------------------------------------------------------- 0+ 5 0.0005 0.07 Q | | | |
0+10 0.0031 0.38 Q | | | |
0+15 0.0079 0.69 Q | | | |
0+20 0.0134 0.80 VQ | | | |
0+25 0.0197 0.92 VQ | | | |
0+30 0.0270 1.06 VQ | | | |
0+35 0.0351 1.18 |Q | | | |
0+40 0.0437 1.24 |Q | | | |
0+45 0.0527 1.30 |Q | | | |
0+50 0.0621 1.37 |QV | | | |
0+55 0.0714 1.35 |QV | | | |
1+ 0 0.0806 1.34 |QV | | | |
1+ 5 0.0903 1.42 |Q V | | | |
1+10 0.1012 1.57 | QV | | | |
1+15 0.1129 1.70 | QV | | | |
1+20 0.1249 1.75 | Q V | | | |
1+25 0.1370 1.76 | Q V | | | |
1+30 0.1500 1.88 | Q V | | | |
1+35 0.1640 2.03 | Q V | | | |
1+40 0.1782 2.07 | Q V | | | |
1+45 0.1930 2.14 | Q V | | | |
1+50 0.2092 2.35 | Q V | | | |
1+55 0.2262 2.47 | Q V | | | |
2+ 0 0.2431 2.46 | Q V | | | |
2+ 5 0.2601 2.47 | Q V | | | |
2+10 0.2779 2.58 | Q V| | | |
2+15 0.3005 3.28 | Q V | | |
2+20 0.3336 4.80 | Q |V | | |
2+25 0.3765 6.23 | Q | V | | |
2+30 0.4562 11.57 | | Q | | |
2+35 0.5881 19.15 | | V| Q | |
2+40 0.7518 23.77 | | | V |Q |
2+45 0.8986 21.32 | | | QV| |
2+50 0.9919 13.55 | | Q | | V |
2+55 1.0477 8.09 | Q | | V |
3+ 0 1.0878 5.82 | Q | | | V |
3+ 5 1.1173 4.29 | Q | | | V |
3+10 1.1385 3.08 | Q | | | V |
3+15 1.1540 2.26 | Q | | | V |
3+20 1.1661 1.76 | Q | | | V |
3+25 1.1756 1.38 |Q | | | V|
3+30 1.1829 1.06 |Q | | | V|
3+35 1.1885 0.81 |Q | | | V|
3+40 1.1929 0.65 Q | | | V|
3+45 1.1961 0.46 Q | | | V|
3+50 1.1980 0.28 Q | | | V|
3+55 1.1987 0.10 Q | | | V|
4+ 0 1.1989 0.03 Q | | | V|
4+ 5 1.1990 0.02 Q | | | V|
4+10 1.1991 0.01 Q | | | V|
4+15 1.1991 0.00 Q | | | V
-----------------------------------------------------------------------
F.2.m
Packet Pg. 956 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX565
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX565.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 5-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.
Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.
Length along longest watercourse measured to centroid = 0.242 Mi.
Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.
Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.
Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.
Unit time = 5.00 Min.
Duration of storm = 6 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 1.15 77.16
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 2.50 167.75
STORM EVENT (YEAR) = 5.00
Area Averaged 2-Year Rainfall = 1.150(In)
Area Averaged 100-Year Rainfall = 2.500(In)
Point rain (area averaged) = 1.466(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 1.466(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488
F.2.m
Packet Pg. 957 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX565
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.50 0.088 ( 0.488) 0.079 0.009
2 0.17 0.60 0.106 ( 0.488) 0.095 0.011
3 0.25 0.60 0.106 ( 0.488) 0.095 0.011
4 0.33 0.60 0.106 ( 0.488) 0.095 0.011
5 0.42 0.60 0.106 ( 0.488) 0.095 0.011
6 0.50 0.70 0.123 ( 0.488) 0.111 0.012
7 0.58 0.70 0.123 ( 0.488) 0.111 0.012
8 0.67 0.70 0.123 ( 0.488) 0.111 0.012
9 0.75 0.70 0.123 ( 0.488) 0.111 0.012
10 0.83 0.70 0.123 ( 0.488) 0.111 0.012
11 0.92 0.70 0.123 ( 0.488) 0.111 0.012
12 1.00 0.80 0.141 ( 0.488) 0.127 0.014
13 1.08 0.80 0.141 ( 0.488) 0.127 0.014
14 1.17 0.80 0.141 ( 0.488) 0.127 0.014
15 1.25 0.80 0.141 ( 0.488) 0.127 0.014
16 1.33 0.80 0.141 ( 0.488) 0.127 0.014
17 1.42 0.80 0.141 ( 0.488) 0.127 0.014
18 1.50 0.80 0.141 ( 0.488) 0.127 0.014
19 1.58 0.80 0.141 ( 0.488) 0.127 0.014
20 1.67 0.80 0.141 ( 0.488) 0.127 0.014
21 1.75 0.80 0.141 ( 0.488) 0.127 0.014
22 1.83 0.80 0.141 ( 0.488) 0.127 0.014
23 1.92 0.80 0.141 ( 0.488) 0.127 0.014
24 2.00 0.90 0.158 ( 0.488) 0.142 0.016
25 2.08 0.80 0.141 ( 0.488) 0.127 0.014
26 2.17 0.90 0.158 ( 0.488) 0.142 0.016
27 2.25 0.90 0.158 ( 0.488) 0.142 0.016
28 2.33 0.90 0.158 ( 0.488) 0.142 0.016
29 2.42 0.90 0.158 ( 0.488) 0.142 0.016
30 2.50 0.90 0.158 ( 0.488) 0.142 0.016
31 2.58 0.90 0.158 ( 0.488) 0.142 0.016
32 2.67 0.90 0.158 ( 0.488) 0.142 0.016
33 2.75 1.00 0.176 ( 0.488) 0.158 0.018
34 2.83 1.00 0.176 ( 0.488) 0.158 0.018
35 2.92 1.00 0.176 ( 0.488) 0.158 0.018
36 3.00 1.00 0.176 ( 0.488) 0.158 0.018
37 3.08 1.00 0.176 ( 0.488) 0.158 0.018
38 3.17 1.10 0.193 ( 0.488) 0.174 0.019
F.2.m
Packet Pg. 958 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX565
39 3.25 1.10 0.193 ( 0.488) 0.174 0.019
40 3.33 1.10 0.193 ( 0.488) 0.174 0.019
41 3.42 1.20 0.211 ( 0.488) 0.190 0.021
42 3.50 1.30 0.229 ( 0.488) 0.206 0.023
43 3.58 1.40 0.246 ( 0.488) 0.222 0.025
44 3.67 1.40 0.246 ( 0.488) 0.222 0.025
45 3.75 1.50 0.264 ( 0.488) 0.237 0.026
46 3.83 1.50 0.264 ( 0.488) 0.237 0.026
47 3.92 1.60 0.281 ( 0.488) 0.253 0.028
48 4.00 1.60 0.281 ( 0.488) 0.253 0.028
49 4.08 1.70 0.299 ( 0.488) 0.269 0.030
50 4.17 1.80 0.317 ( 0.488) 0.285 0.032
51 4.25 1.90 0.334 ( 0.488) 0.301 0.033
52 4.33 2.00 0.352 ( 0.488) 0.317 0.035
53 4.42 2.10 0.369 ( 0.488) 0.332 0.037
54 4.50 2.10 0.369 ( 0.488) 0.332 0.037
55 4.58 2.20 0.387 ( 0.488) 0.348 0.039
56 4.67 2.30 0.405 ( 0.488) 0.364 0.040
57 4.75 2.40 0.422 ( 0.488) 0.380 0.042
58 4.83 2.40 0.422 ( 0.488) 0.380 0.042
59 4.92 2.50 0.440 ( 0.488) 0.396 0.044
60 5.00 2.60 0.457 ( 0.488) 0.412 0.046
61 5.08 3.10 0.545 0.488 ( 0.491) 0.057
62 5.17 3.60 0.633 0.488 ( 0.570) 0.145
63 5.25 3.90 0.686 0.488 ( 0.617) 0.198
64 5.33 4.20 0.739 0.488 ( 0.665) 0.250
65 5.42 4.70 0.827 0.488 ( 0.744) 0.338
66 5.50 5.60 0.985 0.488 ( 0.887) 0.497
67 5.58 1.90 0.334 ( 0.488) 0.301 0.033
68 5.67 0.90 0.158 ( 0.488) 0.142 0.016
69 5.75 0.60 0.106 ( 0.488) 0.095 0.011
70 5.83 0.50 0.088 ( 0.488) 0.079 0.009
71 5.92 0.30 0.053 ( 0.488) 0.047 0.005
72 6.00 0.20 0.035 ( 0.488) 0.032 0.004
(Loss Rate Not Used)
Sum = 100.0 Sum = 2.8
Flood volume = Effective rainfall 0.23(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 1.3(Ac.Ft)
Total soil loss = 1.23(In)
Total soil loss = 6.891(Ac.Ft)
Total rainfall = 1.47(In)
Flood volume = 56885.3 Cubic Feet
Total soil loss = 300159.7 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 19.934(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0
----------------------------------------------------------------------- 0+ 5 0.0003 0.04 Q | | | |
0+10 0.0017 0.21 Q | | | |
0+15 0.0046 0.42 Q | | | |
0+20 0.0082 0.52 VQ | | | |
0+25 0.0122 0.58 VQ | | | |
0+30 0.0165 0.62 VQ | | | |
0+35 0.0212 0.68 VQ | | | |
0+40 0.0262 0.73 VQ | | | |
0+45 0.0314 0.76 VQ | | | |
0+50 0.0368 0.78 |Q | | | |
0+55 0.0422 0.79 |Q | | | |
1+ 0 0.0478 0.81 |Q | | | |
1+ 5 0.0537 0.85 |Q | | | |
1+10 0.0599 0.89 |Q | | | |
1+15 0.0662 0.91 |QV | | | |
1+20 0.0726 0.93 |QV | | | |
1+25 0.0790 0.93 |QV | | | |
1+30 0.0854 0.94 |QV | | | |
1+35 0.0919 0.94 |QV | | | |
1+40 0.0984 0.94 |Q V | | | |
1+45 0.1050 0.95 |Q V | | | |
1+50 0.1115 0.95 |Q V | | | |
F.2.m
Packet Pg. 959 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX565
1+55 0.1180 0.95 |Q V | | | |
2+ 0 0.1246 0.96 |Q V | | | |
2+ 5 0.1314 0.98 |Q V | | | |
2+10 0.1383 0.99 |Q V | | | |
2+15 0.1452 1.01 | Q V | | | |
2+20 0.1523 1.04 | Q V | | | |
2+25 0.1595 1.05 | Q V | | | |
2+30 0.1668 1.05 | Q V | | | |
2+35 0.1741 1.06 | Q V | | | |
2+40 0.1814 1.06 | Q V | | | |
2+45 0.1888 1.07 | Q V | | | |
2+50 0.1964 1.11 | Q V | | | |
2+55 0.2043 1.14 | Q V | | | |
3+ 0 0.2122 1.16 | Q V | | | |
3+ 5 0.2203 1.17 | Q V | | | |
3+10 0.2284 1.18 | Q V | | | |
3+15 0.2368 1.22 | Q V | | | |
3+20 0.2454 1.26 | Q V | | | |
3+25 0.2543 1.28 | Q V | | | |
3+30 0.2634 1.33 | Q V | | | |
3+35 0.2732 1.41 | Q V | | | |
3+40 0.2835 1.50 | Q V | | | |
3+45 0.2943 1.57 | Q V| | | |
3+50 0.3056 1.63 | Q V| | | |
3+55 0.3172 1.69 | Q V| | | |
4+ 0 0.3293 1.76 | Q V | | |
4+ 5 0.3418 1.82 | Q V | | |
4+10 0.3548 1.88 | Q V | | |
4+15 0.3684 1.98 | Q |V | | |
4+20 0.3828 2.08 | Q |V | | |
4+25 0.3978 2.19 | Q | V | | |
4+30 0.4136 2.29 | Q | V | | |
4+35 0.4299 2.37 | Q | V | | |
4+40 0.4468 2.45 | Q | V | | |
4+45 0.4644 2.55 | Q | V | | |
4+50 0.4827 2.65 | Q | V | | |
4+55 0.5015 2.73 | Q | V | | |
5+ 0 0.5208 2.81 | Q | V | | |
5+ 5 0.5411 2.95 | Q | V | | |
5+10 0.5661 3.62 | Q | V | | |
5+15 0.6059 5.78 | |Q V | | |
5+20 0.6668 8.83 | | Q V | |
5+25 0.7497 12.04 | | | V Q | |
5+30 0.8620 16.31 | | | V | Q |
5+35 0.9993 19.93 | | | V Q|
5+40 1.1057 15.46 | | | Q V |
5+45 1.1629 8.29 | | Q | | V |
5+50 1.1996 5.34 | Q | | V |
5+55 1.2266 3.92 | Q | | | V |
6+ 0 1.2469 2.95 | Q | | | V |
6+ 5 1.2623 2.24 | Q | | | V |
6+10 1.2739 1.68 | Q | | | V|
6+15 1.2829 1.31 | Q | | | V|
6+20 1.2898 1.00 | Q | | | V|
6+25 1.2951 0.78 |Q | | | V|
6+30 1.2991 0.58 |Q | | | V|
6+35 1.3021 0.43 Q | | | V|
6+40 1.3043 0.31 Q | | | V|
6+45 1.3055 0.18 Q | | | V|
6+50 1.3057 0.03 Q | | | V|
6+55 1.3058 0.02 Q | | | V|
7+ 0 1.3058 0.01 Q | | | V|
7+ 5 1.3059 0.01 Q | | | V|
7+10 1.3059 0.00 Q | | | V|
7+15 1.3059 0.00 Q | | | V
-----------------------------------------------------------------------
F.2.m
Packet Pg. 960 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX5245
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX5245.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 5-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.
Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.
Length along longest watercourse measured to centroid = 0.242 Mi.
Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.
Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.
Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 1.75 117.42
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
67.10 4.50 301.95
STORM EVENT (YEAR) = 5.00
Area Averaged 2-Year Rainfall = 1.750(In)
Area Averaged 100-Year Rainfall = 4.500(In)
Point rain (area averaged) = 2.394(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 2.394(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488
F.2.m
Packet Pg. 961 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX5245
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.07 0.019 ( 0.866) 0.017 0.002
2 0.17 0.07 0.019 ( 0.862) 0.017 0.002
3 0.25 0.07 0.019 ( 0.859) 0.017 0.002
4 0.33 0.10 0.029 ( 0.856) 0.026 0.003
5 0.42 0.10 0.029 ( 0.852) 0.026 0.003
6 0.50 0.10 0.029 ( 0.849) 0.026 0.003
7 0.58 0.10 0.029 ( 0.846) 0.026 0.003
8 0.67 0.10 0.029 ( 0.842) 0.026 0.003
9 0.75 0.10 0.029 ( 0.839) 0.026 0.003
10 0.83 0.13 0.038 ( 0.836) 0.034 0.004
11 0.92 0.13 0.038 ( 0.833) 0.034 0.004
12 1.00 0.13 0.038 ( 0.829) 0.034 0.004
13 1.08 0.10 0.029 ( 0.826) 0.026 0.003
14 1.17 0.10 0.029 ( 0.823) 0.026 0.003
15 1.25 0.10 0.029 ( 0.819) 0.026 0.003
16 1.33 0.10 0.029 ( 0.816) 0.026 0.003
17 1.42 0.10 0.029 ( 0.813) 0.026 0.003
18 1.50 0.10 0.029 ( 0.810) 0.026 0.003
19 1.58 0.10 0.029 ( 0.806) 0.026 0.003
20 1.67 0.10 0.029 ( 0.803) 0.026 0.003
21 1.75 0.10 0.029 ( 0.800) 0.026 0.003
22 1.83 0.13 0.038 ( 0.797) 0.034 0.004
23 1.92 0.13 0.038 ( 0.794) 0.034 0.004
24 2.00 0.13 0.038 ( 0.790) 0.034 0.004
25 2.08 0.13 0.038 ( 0.787) 0.034 0.004
26 2.17 0.13 0.038 ( 0.784) 0.034 0.004
27 2.25 0.13 0.038 ( 0.781) 0.034 0.004
28 2.33 0.13 0.038 ( 0.778) 0.034 0.004
29 2.42 0.13 0.038 ( 0.774) 0.034 0.004
30 2.50 0.13 0.038 ( 0.771) 0.034 0.004
31 2.58 0.17 0.048 ( 0.768) 0.043 0.005
32 2.67 0.17 0.048 ( 0.765) 0.043 0.005
33 2.75 0.17 0.048 ( 0.762) 0.043 0.005
34 2.83 0.17 0.048 ( 0.759) 0.043 0.005
35 2.92 0.17 0.048 ( 0.756) 0.043 0.005
36 3.00 0.17 0.048 ( 0.752) 0.043 0.005
37 3.08 0.17 0.048 ( 0.749) 0.043 0.005
38 3.17 0.17 0.048 ( 0.746) 0.043 0.005
F.2.m
Packet Pg. 962 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX5245
39 3.25 0.17 0.048 ( 0.743) 0.043 0.005
40 3.33 0.17 0.048 ( 0.740) 0.043 0.005
41 3.42 0.17 0.048 ( 0.737) 0.043 0.005
42 3.50 0.17 0.048 ( 0.734) 0.043 0.005
43 3.58 0.17 0.048 ( 0.731) 0.043 0.005
44 3.67 0.17 0.048 ( 0.728) 0.043 0.005
45 3.75 0.17 0.048 ( 0.725) 0.043 0.005
46 3.83 0.20 0.057 ( 0.722) 0.052 0.006
47 3.92 0.20 0.057 ( 0.719) 0.052 0.006
48 4.00 0.20 0.057 ( 0.715) 0.052 0.006
49 4.08 0.20 0.057 ( 0.712) 0.052 0.006
50 4.17 0.20 0.057 ( 0.709) 0.052 0.006
51 4.25 0.20 0.057 ( 0.706) 0.052 0.006
52 4.33 0.23 0.067 ( 0.703) 0.060 0.007
53 4.42 0.23 0.067 ( 0.700) 0.060 0.007
54 4.50 0.23 0.067 ( 0.697) 0.060 0.007
55 4.58 0.23 0.067 ( 0.694) 0.060 0.007
56 4.67 0.23 0.067 ( 0.691) 0.060 0.007
57 4.75 0.23 0.067 ( 0.688) 0.060 0.007
58 4.83 0.27 0.077 ( 0.685) 0.069 0.008
59 4.92 0.27 0.077 ( 0.683) 0.069 0.008
60 5.00 0.27 0.077 ( 0.680) 0.069 0.008
61 5.08 0.20 0.057 ( 0.677) 0.052 0.006
62 5.17 0.20 0.057 ( 0.674) 0.052 0.006
63 5.25 0.20 0.057 ( 0.671) 0.052 0.006
64 5.33 0.23 0.067 ( 0.668) 0.060 0.007
65 5.42 0.23 0.067 ( 0.665) 0.060 0.007
66 5.50 0.23 0.067 ( 0.662) 0.060 0.007
67 5.58 0.27 0.077 ( 0.659) 0.069 0.008
68 5.67 0.27 0.077 ( 0.656) 0.069 0.008
69 5.75 0.27 0.077 ( 0.653) 0.069 0.008
70 5.83 0.27 0.077 ( 0.650) 0.069 0.008
71 5.92 0.27 0.077 ( 0.647) 0.069 0.008
72 6.00 0.27 0.077 ( 0.645) 0.069 0.008
73 6.08 0.30 0.086 ( 0.642) 0.078 0.009
74 6.17 0.30 0.086 ( 0.639) 0.078 0.009
75 6.25 0.30 0.086 ( 0.636) 0.078 0.009
76 6.33 0.30 0.086 ( 0.633) 0.078 0.009
77 6.42 0.30 0.086 ( 0.630) 0.078 0.009
78 6.50 0.30 0.086 ( 0.628) 0.078 0.009
79 6.58 0.33 0.096 ( 0.625) 0.086 0.010
80 6.67 0.33 0.096 ( 0.622) 0.086 0.010
81 6.75 0.33 0.096 ( 0.619) 0.086 0.010
82 6.83 0.33 0.096 ( 0.616) 0.086 0.010
83 6.92 0.33 0.096 ( 0.614) 0.086 0.010
84 7.00 0.33 0.096 ( 0.611) 0.086 0.010
85 7.08 0.33 0.096 ( 0.608) 0.086 0.010
86 7.17 0.33 0.096 ( 0.605) 0.086 0.010
87 7.25 0.33 0.096 ( 0.602) 0.086 0.010
88 7.33 0.37 0.105 ( 0.600) 0.095 0.011
89 7.42 0.37 0.105 ( 0.597) 0.095 0.011
90 7.50 0.37 0.105 ( 0.594) 0.095 0.011
91 7.58 0.40 0.115 ( 0.591) 0.103 0.011
92 7.67 0.40 0.115 ( 0.589) 0.103 0.011
93 7.75 0.40 0.115 ( 0.586) 0.103 0.011
94 7.83 0.43 0.124 ( 0.583) 0.112 0.012
95 7.92 0.43 0.124 ( 0.581) 0.112 0.012
96 8.00 0.43 0.124 ( 0.578) 0.112 0.012
97 8.08 0.50 0.144 ( 0.575) 0.129 0.014
98 8.17 0.50 0.144 ( 0.573) 0.129 0.014
99 8.25 0.50 0.144 ( 0.570) 0.129 0.014
100 8.33 0.50 0.144 ( 0.567) 0.129 0.014
101 8.42 0.50 0.144 ( 0.565) 0.129 0.014
102 8.50 0.50 0.144 ( 0.562) 0.129 0.014
103 8.58 0.53 0.153 ( 0.559) 0.138 0.015
104 8.67 0.53 0.153 ( 0.557) 0.138 0.015
105 8.75 0.53 0.153 ( 0.554) 0.138 0.015
106 8.83 0.57 0.163 ( 0.551) 0.147 0.016
107 8.92 0.57 0.163 ( 0.549) 0.147 0.016
108 9.00 0.57 0.163 ( 0.546) 0.147 0.016
109 9.08 0.63 0.182 ( 0.544) 0.164 0.018
110 9.17 0.63 0.182 ( 0.541) 0.164 0.018
111 9.25 0.63 0.182 ( 0.539) 0.164 0.018
112 9.33 0.67 0.192 ( 0.536) 0.172 0.019
113 9.42 0.67 0.192 ( 0.533) 0.172 0.019
114 9.50 0.67 0.192 ( 0.531) 0.172 0.019
115 9.58 0.70 0.201 ( 0.528) 0.181 0.020
F.2.m
Packet Pg. 963 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX5245
116 9.67 0.70 0.201 ( 0.526) 0.181 0.020
117 9.75 0.70 0.201 ( 0.523) 0.181 0.020
118 9.83 0.73 0.211 ( 0.521) 0.190 0.021
119 9.92 0.73 0.211 ( 0.518) 0.190 0.021
120 10.00 0.73 0.211 ( 0.516) 0.190 0.021
121 10.08 0.50 0.144 ( 0.513) 0.129 0.014
122 10.17 0.50 0.144 ( 0.511) 0.129 0.014
123 10.25 0.50 0.144 ( 0.508) 0.129 0.014
124 10.33 0.50 0.144 ( 0.506) 0.129 0.014
125 10.42 0.50 0.144 ( 0.503) 0.129 0.014
126 10.50 0.50 0.144 ( 0.501) 0.129 0.014
127 10.58 0.67 0.192 ( 0.498) 0.172 0.019
128 10.67 0.67 0.192 ( 0.496) 0.172 0.019
129 10.75 0.67 0.192 ( 0.494) 0.172 0.019
130 10.83 0.67 0.192 ( 0.491) 0.172 0.019
131 10.92 0.67 0.192 ( 0.489) 0.172 0.019
132 11.00 0.67 0.192 ( 0.486) 0.172 0.019
133 11.08 0.63 0.182 ( 0.484) 0.164 0.018
134 11.17 0.63 0.182 ( 0.482) 0.164 0.018
135 11.25 0.63 0.182 ( 0.479) 0.164 0.018
136 11.33 0.63 0.182 ( 0.477) 0.164 0.018
137 11.42 0.63 0.182 ( 0.474) 0.164 0.018
138 11.50 0.63 0.182 ( 0.472) 0.164 0.018
139 11.58 0.57 0.163 ( 0.470) 0.147 0.016
140 11.67 0.57 0.163 ( 0.467) 0.147 0.016
141 11.75 0.57 0.163 ( 0.465) 0.147 0.016
142 11.83 0.60 0.172 ( 0.463) 0.155 0.017
143 11.92 0.60 0.172 ( 0.460) 0.155 0.017
144 12.00 0.60 0.172 ( 0.458) 0.155 0.017
145 12.08 0.83 0.239 ( 0.456) 0.215 0.024
146 12.17 0.83 0.239 ( 0.454) 0.215 0.024
147 12.25 0.83 0.239 ( 0.451) 0.215 0.024
148 12.33 0.87 0.249 ( 0.449) 0.224 0.025
149 12.42 0.87 0.249 ( 0.447) 0.224 0.025
150 12.50 0.87 0.249 ( 0.445) 0.224 0.025
151 12.58 0.93 0.268 ( 0.442) 0.241 0.027
152 12.67 0.93 0.268 ( 0.440) 0.241 0.027
153 12.75 0.93 0.268 ( 0.438) 0.241 0.027
154 12.83 0.97 0.278 ( 0.436) 0.250 0.028
155 12.92 0.97 0.278 ( 0.433) 0.250 0.028
156 13.00 0.97 0.278 ( 0.431) 0.250 0.028
157 13.08 1.13 0.326 ( 0.429) 0.293 0.033
158 13.17 1.13 0.326 ( 0.427) 0.293 0.033
159 13.25 1.13 0.326 ( 0.425) 0.293 0.033
160 13.33 1.13 0.326 ( 0.423) 0.293 0.033
161 13.42 1.13 0.326 ( 0.420) 0.293 0.033
162 13.50 1.13 0.326 ( 0.418) 0.293 0.033
163 13.58 0.77 0.220 ( 0.416) 0.198 0.022
164 13.67 0.77 0.220 ( 0.414) 0.198 0.022
165 13.75 0.77 0.220 ( 0.412) 0.198 0.022
166 13.83 0.77 0.220 ( 0.410) 0.198 0.022
167 13.92 0.77 0.220 ( 0.408) 0.198 0.022
168 14.00 0.77 0.220 ( 0.406) 0.198 0.022
169 14.08 0.90 0.259 ( 0.404) 0.233 0.026
170 14.17 0.90 0.259 ( 0.402) 0.233 0.026
171 14.25 0.90 0.259 ( 0.399) 0.233 0.026
172 14.33 0.87 0.249 ( 0.397) 0.224 0.025
173 14.42 0.87 0.249 ( 0.395) 0.224 0.025
174 14.50 0.87 0.249 ( 0.393) 0.224 0.025
175 14.58 0.87 0.249 ( 0.391) 0.224 0.025
176 14.67 0.87 0.249 ( 0.389) 0.224 0.025
177 14.75 0.87 0.249 ( 0.387) 0.224 0.025
178 14.83 0.83 0.239 ( 0.385) 0.215 0.024
179 14.92 0.83 0.239 ( 0.383) 0.215 0.024
180 15.00 0.83 0.239 ( 0.381) 0.215 0.024
181 15.08 0.80 0.230 ( 0.379) 0.207 0.023
182 15.17 0.80 0.230 ( 0.378) 0.207 0.023
183 15.25 0.80 0.230 ( 0.376) 0.207 0.023
184 15.33 0.77 0.220 ( 0.374) 0.198 0.022
185 15.42 0.77 0.220 ( 0.372) 0.198 0.022
186 15.50 0.77 0.220 ( 0.370) 0.198 0.022
187 15.58 0.63 0.182 ( 0.368) 0.164 0.018
188 15.67 0.63 0.182 ( 0.366) 0.164 0.018
189 15.75 0.63 0.182 ( 0.364) 0.164 0.018
190 15.83 0.63 0.182 ( 0.362) 0.164 0.018
191 15.92 0.63 0.182 ( 0.360) 0.164 0.018
192 16.00 0.63 0.182 ( 0.359) 0.164 0.018
F.2.m
Packet Pg. 964 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX5245
193 16.08 0.13 0.038 ( 0.357) 0.034 0.004
194 16.17 0.13 0.038 ( 0.355) 0.034 0.004
195 16.25 0.13 0.038 ( 0.353) 0.034 0.004
196 16.33 0.13 0.038 ( 0.351) 0.034 0.004
197 16.42 0.13 0.038 ( 0.350) 0.034 0.004
198 16.50 0.13 0.038 ( 0.348) 0.034 0.004
199 16.58 0.10 0.029 ( 0.346) 0.026 0.003
200 16.67 0.10 0.029 ( 0.344) 0.026 0.003
201 16.75 0.10 0.029 ( 0.343) 0.026 0.003
202 16.83 0.10 0.029 ( 0.341) 0.026 0.003
203 16.92 0.10 0.029 ( 0.339) 0.026 0.003
204 17.00 0.10 0.029 ( 0.337) 0.026 0.003
205 17.08 0.17 0.048 ( 0.336) 0.043 0.005
206 17.17 0.17 0.048 ( 0.334) 0.043 0.005
207 17.25 0.17 0.048 ( 0.332) 0.043 0.005
208 17.33 0.17 0.048 ( 0.331) 0.043 0.005
209 17.42 0.17 0.048 ( 0.329) 0.043 0.005
210 17.50 0.17 0.048 ( 0.327) 0.043 0.005
211 17.58 0.17 0.048 ( 0.326) 0.043 0.005
212 17.67 0.17 0.048 ( 0.324) 0.043 0.005
213 17.75 0.17 0.048 ( 0.322) 0.043 0.005
214 17.83 0.13 0.038 ( 0.321) 0.034 0.004
215 17.92 0.13 0.038 ( 0.319) 0.034 0.004
216 18.00 0.13 0.038 ( 0.318) 0.034 0.004
217 18.08 0.13 0.038 ( 0.316) 0.034 0.004
218 18.17 0.13 0.038 ( 0.315) 0.034 0.004
219 18.25 0.13 0.038 ( 0.313) 0.034 0.004
220 18.33 0.13 0.038 ( 0.311) 0.034 0.004
221 18.42 0.13 0.038 ( 0.310) 0.034 0.004
222 18.50 0.13 0.038 ( 0.308) 0.034 0.004
223 18.58 0.10 0.029 ( 0.307) 0.026 0.003
224 18.67 0.10 0.029 ( 0.305) 0.026 0.003
225 18.75 0.10 0.029 ( 0.304) 0.026 0.003
226 18.83 0.07 0.019 ( 0.303) 0.017 0.002
227 18.92 0.07 0.019 ( 0.301) 0.017 0.002
228 19.00 0.07 0.019 ( 0.300) 0.017 0.002
229 19.08 0.10 0.029 ( 0.298) 0.026 0.003
230 19.17 0.10 0.029 ( 0.297) 0.026 0.003
231 19.25 0.10 0.029 ( 0.295) 0.026 0.003
232 19.33 0.13 0.038 ( 0.294) 0.034 0.004
233 19.42 0.13 0.038 ( 0.293) 0.034 0.004
234 19.50 0.13 0.038 ( 0.291) 0.034 0.004
235 19.58 0.10 0.029 ( 0.290) 0.026 0.003
236 19.67 0.10 0.029 ( 0.289) 0.026 0.003
237 19.75 0.10 0.029 ( 0.287) 0.026 0.003
238 19.83 0.07 0.019 ( 0.286) 0.017 0.002
239 19.92 0.07 0.019 ( 0.285) 0.017 0.002
240 20.00 0.07 0.019 ( 0.284) 0.017 0.002
241 20.08 0.10 0.029 ( 0.282) 0.026 0.003
242 20.17 0.10 0.029 ( 0.281) 0.026 0.003
243 20.25 0.10 0.029 ( 0.280) 0.026 0.003
244 20.33 0.10 0.029 ( 0.279) 0.026 0.003
245 20.42 0.10 0.029 ( 0.277) 0.026 0.003
246 20.50 0.10 0.029 ( 0.276) 0.026 0.003
247 20.58 0.10 0.029 ( 0.275) 0.026 0.003
248 20.67 0.10 0.029 ( 0.274) 0.026 0.003
249 20.75 0.10 0.029 ( 0.273) 0.026 0.003
250 20.83 0.07 0.019 ( 0.272) 0.017 0.002
251 20.92 0.07 0.019 ( 0.271) 0.017 0.002
252 21.00 0.07 0.019 ( 0.270) 0.017 0.002
253 21.08 0.10 0.029 ( 0.268) 0.026 0.003
254 21.17 0.10 0.029 ( 0.267) 0.026 0.003
255 21.25 0.10 0.029 ( 0.266) 0.026 0.003
256 21.33 0.07 0.019 ( 0.265) 0.017 0.002
257 21.42 0.07 0.019 ( 0.264) 0.017 0.002
258 21.50 0.07 0.019 ( 0.263) 0.017 0.002
259 21.58 0.10 0.029 ( 0.262) 0.026 0.003
260 21.67 0.10 0.029 ( 0.261) 0.026 0.003
261 21.75 0.10 0.029 ( 0.261) 0.026 0.003
262 21.83 0.07 0.019 ( 0.260) 0.017 0.002
263 21.92 0.07 0.019 ( 0.259) 0.017 0.002
264 22.00 0.07 0.019 ( 0.258) 0.017 0.002
265 22.08 0.10 0.029 ( 0.257) 0.026 0.003
266 22.17 0.10 0.029 ( 0.256) 0.026 0.003
267 22.25 0.10 0.029 ( 0.255) 0.026 0.003
268 22.33 0.07 0.019 ( 0.255) 0.017 0.002
269 22.42 0.07 0.019 ( 0.254) 0.017 0.002
F.2.m
Packet Pg. 965 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX5245
270 22.50 0.07 0.019 ( 0.253) 0.017 0.002
271 22.58 0.07 0.019 ( 0.252) 0.017 0.002
272 22.67 0.07 0.019 ( 0.252) 0.017 0.002
273 22.75 0.07 0.019 ( 0.251) 0.017 0.002
274 22.83 0.07 0.019 ( 0.250) 0.017 0.002
275 22.92 0.07 0.019 ( 0.250) 0.017 0.002
276 23.00 0.07 0.019 ( 0.249) 0.017 0.002
277 23.08 0.07 0.019 ( 0.248) 0.017 0.002
278 23.17 0.07 0.019 ( 0.248) 0.017 0.002
279 23.25 0.07 0.019 ( 0.247) 0.017 0.002
280 23.33 0.07 0.019 ( 0.247) 0.017 0.002
281 23.42 0.07 0.019 ( 0.246) 0.017 0.002
282 23.50 0.07 0.019 ( 0.246) 0.017 0.002
283 23.58 0.07 0.019 ( 0.246) 0.017 0.002
284 23.67 0.07 0.019 ( 0.245) 0.017 0.002
285 23.75 0.07 0.019 ( 0.245) 0.017 0.002
286 23.83 0.07 0.019 ( 0.245) 0.017 0.002
287 23.92 0.07 0.019 ( 0.244) 0.017 0.002
288 24.00 0.07 0.019 ( 0.244) 0.017 0.002
(Loss Rate Not Used)
Sum = 100.0 Sum = 2.9
Flood volume = Effective rainfall 0.24(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 1.3(Ac.Ft)
Total soil loss = 2.15(In)
Total soil loss = 12.047(Ac.Ft)
Total rainfall = 2.39(In)
Flood volume = 58306.6 Cubic Feet
Total soil loss = 524759.2 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 2.152(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q | | | |
0+10 0.0004 0.04 Q | | | |
0+15 0.0009 0.08 Q | | | |
0+20 0.0016 0.10 Q | | | |
0+25 0.0025 0.13 Q | | | |
0+30 0.0036 0.15 Q | | | |
0+35 0.0047 0.17 Q | | | |
0+40 0.0059 0.17 Q | | | |
0+45 0.0071 0.18 Q | | | |
0+50 0.0084 0.19 Q | | | |
0+55 0.0098 0.21 Q | | | |
1+ 0 0.0114 0.23 Q | | | |
1+ 5 0.0130 0.23 Q | | | |
1+10 0.0146 0.22 Q | | | |
1+15 0.0160 0.21 Q | | | |
1+20 0.0174 0.20 Q | | | |
1+25 0.0188 0.20 Q | | | |
1+30 0.0201 0.20 Q | | | |
1+35 0.0215 0.20 Q | | | |
1+40 0.0229 0.20 Q | | | |
1+45 0.0242 0.20 Q | | | |
1+50 0.0256 0.20 Q | | | |
1+55 0.0271 0.22 Q | | | |
2+ 0 0.0287 0.24 Q | | | |
2+ 5 0.0304 0.24 Q | | | |
2+10 0.0321 0.25 Q | | | |
2+15 0.0338 0.25 |Q | | | |
2+20 0.0356 0.25 |Q | | | |
2+25 0.0373 0.25 |Q | | | |
2+30 0.0391 0.26 |Q | | | |
2+35 0.0409 0.26 |Q | | | |
2+40 0.0428 0.28 |Q | | | |
2+45 0.0449 0.30 |Q | | | |
2+50 0.0470 0.31 |Q | | | |
2+55 0.0491 0.31 |Q | | | |
3+ 0 0.0513 0.31 |Q | | | |
3+ 5 0.0535 0.32 |Q | | | |
F.2.m
Packet Pg. 966 Attachment: Preliminary Hydrology Report (E-Commerce) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX5245
3+10 0.0557 0.32 |Q | | | |
3+15 0.0579 0.32 |Q | | | |
3+20 0.0601 0.32 |Q | | | |
3+25 0.0623 0.32 |Q | | | |
3+30 0.0645 0.32 |Q | | | |
3+35 0.0668 0.32 |Q | | | |
3+40 0.0690 0.32 |QV | | | |
3+45 0.0712 0.32 |QV | | | |
3+50 0.0735 0.33 |QV | | | |
3+55 0.0759 0.35 |QV | | | |
4+ 0 0.0784 0.36 |QV | | | |
4+ 5 0.0809 0.37 |QV | | | |
4+10 0.0835 0.38 |QV | | | |
4+15 0.0862 0.38 |QV | | | |
4+20 0.0888 0.39 |QV | | | |
4+25 0.0916 0.41 |QV | | | |
4+30 0.0945 0.43 |QV | | | |
4+35 0.0975 0.43 |QV | | | |
4+40 0.1006 0.44 |Q V | | | |
4+45 0.1036 0.44 |Q V | | | |
4+50 0.1067 0.45 |Q V | | | |
4+55 0.1100 0.47 |Q V | | | |
5+ 0 0.1133 0.49 |Q V | | | |
5+ 5 0.1167 0.49 |Q V | | | |
5+10 0.1199 0.46 |Q V | | | |
5+15 0.1228 0.43 |Q V | | | |
5+20 0.1257 0.42 |Q V | | | |
5+25 0.1286 0.43 |Q V | | | |
5+30 0.1317 0.44 |Q V | | | |
5+35 0.1348 0.45 |Q V | | | |
5+40 0.1381 0.47 |Q V | | | |
5+45 0.1415 0.49 |Q V | | | |
5+50 0.1449 0.50 | Q V | | | |
5+55 0.1484 0.51 | Q V | | | |
6+ 0 0.1519 0.51 | Q V | | | |
6+ 5 0.1554 0.52 | Q V | | | |
6+10 0.1591 0.53 | Q V | | | |
6+15 0.1629 0.55 | Q V | | | |
6+20 0.1668 0.56 | Q V | | | |
6+25 0.1707 0.57 | Q V | | | |
6+30 0.1747 0.57 | Q V | | | |
6+35 0.1787 0.58 | Q V | | | |
6+40 0.1828 0.60 | Q V | | | |
6+45 0.1871 0.62 | Q V | | | |
6+50 0.1914 0.63 | Q V | | | |
6+55 0.1958 0.63 | Q V | | | |
7+ 0 0.2002 0.64 | Q V | | | |
7+ 5 0.2046 0.64 | Q V | | | |
7+10 0.2090 0.64 | Q V | | | |
7+15 0.2134 0.64 | Q V | | | |
7+20 0.2179 0.65 | Q V | | | |
7+25 0.2225 0.67 | Q V | | | |
7+30 0.2272 0.69 | Q V | | | |
7+35 0.2321 0.70 | Q V | | | |
7+40 0.2370 0.72 | Q V | | | |
7+45 0.2422 0.74 | Q V | | | |
7+50 0.2474 0.76 | Q V | | | |
7+55 0.2528 0.78 | Q V | | | |
8+ 0 0.2583 0.81 | Q V | | | |
8+ 5 0.2640 0.83 | Q V | | | |
8+10 0.2700 0.87 | Q V | | | |
8+15 0.2763 0.91 | Q V | | | |
8+20 0.2827 0.93 | Q V | | | |
8+25 0.2891 0.94 | Q V | | | |
8+30 0.2957 0.95 | Q V | | | |
8+35 0.3023 0.96 | Q V| | | |
8+40 0.3090 0.98 | Q V| | | |
8+45 0.3160 1.00 | Q V| | | |
8+50 0.3230 1.02 | Q V| | | |
8+55 0.3302 1.04 | Q V| | | |
9+ 0 0.3375 1.07 | Q V | | |
9+ 5 0.3450 1.09 | Q V | | |
9+10 0.3527 1.13 | Q V | | |
9+15 0.3608 1.17 | Q V | | |
9+20 0.3690 1.19 | Q |V | | |
9+25 0.3774 1.22 | Q |V | | |
9+30 0.3860 1.25 | Q |V | | |