Exhibit A - Addendum to FEIR — Menifee City Council, December 6, 2023 (part 6 of 14)

Section 3
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
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 05/18/21 File: pra1006100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6407
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TRACT 31194 - 'GOLDEN MEADOWS' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘A’
PROPOSED CONDITION UNIT HYDROGRAPH - 100 YEAR 6 HOUR STORM HUNSAKER & ASSOCIATES, MAY 2021, BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 97.86(Ac.) = 0.153 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 97.86(Ac.) = 0.153 Sq. Mi.

Length along longest watercourse = 5833.00(Ft.)
Length along longest watercourse measured to centroid = 2440.00(Ft.) Length along longest watercourse = 1.105 Mi.

Length along longest watercourse measured to centroid = 0.462 Mi.

Difference in elevation = 302.00(Ft.)
Slope along watercourse = 273.3688 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.096 Hr.

Lag time = 5.76 Min.
25% of lag time = 1.44 Min.
40% of lag time = 2.30 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]

97.86 1.20 117.43
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

97.86 3.00 293.58
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.200(In)
Area Averaged 100-Year Rainfall = 3.000(In)
Point rain (area averaged) = 3.000(In)
Areal adjustment factor = 99.97 %
Adjusted average point rain = 2.999(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

97.860 70.50 0.442
Total Area Entered = 97.86(Ac.)
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

70.5 85.3 0.184 0.442 0.111 1.000 0.111 Sum (F) = 0.111
Area averaged mean soil loss (F) (In/Hr) = 0.111
Minimum soil loss rate ((In/Hr)) = 0.055
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.546
--------------------------------------------------------------------- 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 86.787 15.235 15.025 2 0.167 173.573 46.393 45.755 3 0.250 260.360 18.144 17.894 4 0.333 347.147 7.825 7.718 5 0.417 433.934 4.607 4.543 6 0.500 520.720 2.894 2.854 7 0.583 607.507 2.036 2.008 8 0.667 694.294 1.334 1.316 9 0.750 781.080 0.909 0.897 10 0.833 867.867 0.623 0.615 Sum = 100.000 Sum= 98.625
----------------------------------------------------------------------- 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 0.180 ( 0.111) 0.098 0.082 2 0.17 0.60 0.216 0.111 ( 0.118) 0.105 3 0.25 0.60 0.216 0.111 ( 0.118) 0.105 4 0.33 0.60 0.216 0.111 ( 0.118) 0.105 5 0.42 0.60 0.216 0.111 ( 0.118) 0.105 6 0.50 0.70 0.252 0.111 ( 0.138) 0.141 7 0.58 0.70 0.252 0.111 ( 0.138) 0.141 8 0.67 0.70 0.252 0.111 ( 0.138) 0.141 9 0.75 0.70 0.252 0.111 ( 0.138) 0.141 10 0.83 0.70 0.252 0.111 ( 0.138) 0.141 11 0.92 0.70 0.252 0.111 ( 0.138) 0.141 12 1.00 0.80 0.288 0.111 ( 0.157) 0.177 13 1.08 0.80 0.288 0.111 ( 0.157) 0.177 14 1.17 0.80 0.288 0.111 ( 0.157) 0.177 15 1.25 0.80 0.288 0.111 ( 0.157) 0.177 16 1.33 0.80 0.288 0.111 ( 0.157) 0.177 17 1.42 0.80 0.288 0.111 ( 0.157) 0.177 18 1.50 0.80 0.288 0.111 ( 0.157) 0.177 19 1.58 0.80 0.288 0.111 ( 0.157) 0.177 20 1.67 0.80 0.288 0.111 ( 0.157) 0.177 21 1.75 0.80 0.288 0.111 ( 0.157) 0.177 22 1.83 0.80 0.288 0.111 ( 0.157) 0.177 23 1.92 0.80 0.288 0.111 ( 0.157) 0.177 24 2.00 0.90 0.324 0.111 ( 0.177) 0.213 25 2.08 0.80 0.288 0.111 ( 0.157) 0.177 26 2.17 0.90 0.324 0.111 ( 0.177) 0.213 27 2.25 0.90 0.324 0.111 ( 0.177) 0.213 28 2.33 0.90 0.324 0.111 ( 0.177) 0.213 29 2.42 0.90 0.324 0.111 ( 0.177) 0.213 30 2.50 0.90 0.324 0.111 ( 0.177) 0.213 31 2.58 0.90 0.324 0.111 ( 0.177) 0.213 32 2.67 0.90 0.324 0.111 ( 0.177) 0.213 33 2.75 1.00 0.360 0.111 ( 0.197) 0.249 34 2.83 1.00 0.360 0.111 ( 0.197) 0.249 35 2.92 1.00 0.360 0.111 ( 0.197) 0.249 36 3.00 1.00 0.360 0.111 ( 0.197) 0.249 Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
37 3.08 1.00 0.360 0.111 ( 0.197) 0.249 38 3.17 1.10 0.396 0.111 ( 0.216) 0.285 39 3.25 1.10 0.396 0.111 ( 0.216) 0.285 40 3.33 1.10 0.396 0.111 ( 0.216) 0.285 41 3.42 1.20 0.432 0.111 ( 0.236) 0.321 42 3.50 1.30 0.468 0.111 ( 0.256) 0.357 43 3.58 1.40 0.504 0.111 ( 0.275) 0.393 44 3.67 1.40 0.504 0.111 ( 0.275) 0.393 45 3.75 1.50 0.540 0.111 ( 0.295) 0.429 46 3.83 1.50 0.540 0.111 ( 0.295) 0.429 47 3.92 1.60 0.576 0.111 ( 0.315) 0.465 48 4.00 1.60 0.576 0.111 ( 0.315) 0.465 49 4.08 1.70 0.612 0.111 ( 0.334) 0.501 50 4.17 1.80 0.648 0.111 ( 0.354) 0.537 51 4.25 1.90 0.684 0.111 ( 0.374) 0.573 52 4.33 2.00 0.720 0.111 ( 0.393) 0.609 53 4.42 2.10 0.756 0.111 ( 0.413) 0.645 54 4.50 2.10 0.756 0.111 ( 0.413) 0.645 55 4.58 2.20 0.792 0.111 ( 0.433) 0.681 56 4.67 2.30 0.828 0.111 ( 0.452) 0.717 57 4.75 2.40 0.864 0.111 ( 0.472) 0.753 58 4.83 2.40 0.864 0.111 ( 0.472) 0.753 59 4.92 2.50 0.900 0.111 ( 0.492) 0.789 60 5.00 2.60 0.936 0.111 ( 0.511) 0.825 61 5.08 3.10 1.116 0.111 ( 0.609) 1.005 62 5.17 3.60 1.296 0.111 ( 0.708) 1.185 63 5.25 3.90 1.404 0.111 ( 0.767) 1.293 64 5.33 4.20 1.511 0.111 ( 0.826) 1.401 65 5.42 4.70 1.691 0.111 ( 0.924) 1.581 66 5.50 5.60 2.015 0.111 ( 1.101) 1.905 67 5.58 1.90 0.684 0.111 ( 0.374) 0.573 68 5.67 0.90 0.324 0.111 ( 0.177) 0.213 69 5.75 0.60 0.216 0.111 ( 0.118) 0.105 70 5.83 0.50 0.180 ( 0.111) 0.098 0.082 71 5.92 0.30 0.108 ( 0.111) 0.059 0.049 72 6.00 0.20 0.072 ( 0.111) 0.039 0.033 (Loss Rate Not Used)
Sum = 100.0 Sum = 28.2 Flood volume = Effective rainfall 2.35(In)
times area 97.9(Ac.)/[(In)/(Ft.)] = 19.1(Ac.Ft) Total soil loss = 0.65(In)
Total soil loss = 5.308(Ac.Ft)
Total rainfall = 3.00(In)
Flood volume = 834101.2 Cubic Feet
Total soil loss = 231235.7 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 148.475(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 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------- 0+ 5 0.0085 1.23 Q | | | | 0+10 0.0451 5.32 VQ | | | | 0+15 0.0993 7.87 VQ | | | | 0+20 0.1608 8.93 VQ | | | | 0+25 0.2261 9.48 VQ | | | | 0+30 0.2974 10.36 V Q | | | | 0+35 0.3818 12.24 V Q | | | | 0+40 0.4716 13.04 V Q | | | | 0+45 0.5640 13.42 |VQ | | | | 0+50 0.6581 13.66 |VQ | | | | 0+55 0.7530 13.78 |VQ | | | | 1+ 0 0.8521 14.39 |VQ | | | | 1+ 5 0.9629 16.08 | VQ | | | | 1+10 1.0783 16.76 | VQ | | | | 1+15 1.1958 17.06 | VQ | | | | 1+20 1.3144 17.22 | VQ | | | | Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
1+25 1.4338 17.33 | VQ | | | | 1+30 1.5536 17.40 | Q | | | | 1+35 1.6738 17.45 | Q | | | | 1+40 1.7942 17.48 | Q | | | | 1+45 1.9147 17.50 | Q | | | | 1+50 2.0352 17.50 | QV | | | | 1+55 2.1558 17.50 | QV | | | | 2+ 0 2.2800 18.04 | QV | | | | 2+ 5 2.4119 19.15 | Q V | | | | 2+10 2.5406 18.69 | Q V | | | | 2+15 2.6781 19.97 | Q V | | | | 2+20 2.8193 20.50 | QV | | | | 2+25 2.9620 20.72 | Q V | | | | 2+30 3.1055 20.85 | Q V | | | | 2+35 3.2497 20.93 | Q V | | | | 2+40 3.3942 20.98 | Q V | | | | 2+45 3.5427 21.56 | Q V | | | | 2+50 3.7026 23.22 | Q V | | | | 2+55 3.8671 23.89 | Q V | | | | 3+ 0 4.0335 24.16 | Q V | | | | 3+ 5 4.2011 24.33 | Q V | | | | 3+10 4.3730 24.97 | Q V| | | | 3+15 4.5569 26.69 | Q V| | | | 3+20 4.7454 27.38 | Q V| | | | 3+25 4.9399 28.23 | Q V | | | 3+30 5.1507 30.61 | Q V | | | 3+35 5.3817 33.54 | Q |V | | | 3+40 5.6309 36.19 | Q |V | | | 3+45 5.8916 37.86 | Q | V | | | 3+50 6.1677 40.08 | Q | V | | | 3+55 6.4544 41.63 | Q | V | | | 4+ 0 6.7559 43.78 | Q | V | | | 4+ 5 7.0677 45.28 | Q| V | | | 4+10 7.3980 47.95 | Q| V | | | 4+15 7.7497 51.07 | Q V | | | 4+20 8.1241 54.36 | Q V | | | 4+25 8.5217 57.73 | |Q V | | | 4+30 8.9393 60.64 | | Q V | | | 4+35 9.3696 62.47 | | Q V| | | 4+40 9.8196 65.35 | | Q V | | 4+45 10.2921 68.60 | | Q |V | | 4+50 10.7841 71.45 | | Q | V | | 4+55 11.2886 73.25 | | Q | V | | 5+ 0 11.8125 76.08 | | Q | V | | 5+ 5 12.3736 81.47 | | Q | V | | 5+10 13.0181 93.58 | | Q | V | | 5+15 13.7568 107.26 | | |Q V | | 5+20 14.5750 118.80 | | | Q V | 5+25 15.4759 130.82 | | | Q | V | 5+30 16.4964 148.16 | | | Q| V | 5+35 17.5189 148.47 | | | Q| V | 5+40 18.1439 90.75 | | Q | | V | 5+45 18.5094 53.08 | Q | | V | 5+50 18.7413 33.67 | Q | | | V| 5+55 18.8995 22.96 | Q | | | V| 6+ 0 19.0067 15.58 | Q | | | V| 6+ 5 19.0758 10.03 | Q | | | V| 6+10 19.1137 5.50 |Q | | | V| 6+15 19.1336 2.89 Q | | | V| 6+20 19.1414 1.14 Q | | | V| 6+25 19.1450 0.52 Q | | | V| 6+30 19.1468 0.27 Q | | | V| 6+35 19.1478 0.14 Q | | | V| 6+40 19.1482 0.06 Q | | | V| 6+45 19.1483 0.02 Q | | | V| ----------------------------------------------------------------------- Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
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 11/08/21 File: PRA10024100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6406
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TRACT 31194 - 'GOLDEN MEADOWS' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘A’
PROPOSED CONDITION UNIT HYDROGRAPH - 100 YEAR HOUR STORM

HUNSAKER & ASSOCIATES, BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 97.86(Ac.) = 0.153 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 97.86(Ac.) = 0.153 Sq. Mi.

Length along longest watercourse = 5833.00(Ft.)
Length along longest watercourse measured to centroid = 2440.00(Ft.) Length along longest watercourse = 1.105 Mi.

Length along longest watercourse measured to centroid = 0.462 Mi.

Difference in elevation = 302.00(Ft.)
Slope along watercourse = 273.3688 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.096 Hr.

Lag time = 5.76 Min.
25% of lag time = 1.44 Min.
40% of lag time = 2.30 Min.

Unit time = 15.00 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]

97.86 2.00 195.72
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

97.86 5.00 489.30
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 2.000(In)
Area Averaged 100-Year Rainfall = 5.000(In)
Point rain (area averaged) = 5.000(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 4.999(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

97.860 70.50 0.442
Total Area Entered = 97.86(Ac.)
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

70.5 85.3 0.184 0.442 0.111 1.000 0.111 Sum (F) = 0.111
Area averaged mean soil loss (F) (In/Hr) = 0.111
Minimum soil loss rate ((In/Hr)) = 0.055
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.546
--------------------------------------------------------------------- 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 0.250 260.360 52.212 51.493 2 0.500 520.720 39.421 38.879 3 0.750 781.080 6.693 6.601 4 1.000 1041.441 1.674 1.651 Sum = 100.000 Sum= 98.625
----------------------------------------------------------------------- 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 0.25 0.20 0.040 ( 0.195) 0.022 0.018 2 0.50 0.30 0.060 ( 0.193) 0.033 0.027 3 0.75 0.30 0.060 ( 0.191) 0.033 0.027 4 1.00 0.40 0.080 ( 0.188) 0.044 0.036 5 1.25 0.30 0.060 ( 0.186) 0.033 0.027 6 1.50 0.30 0.060 ( 0.184) 0.033 0.027 7 1.75 0.30 0.060 ( 0.182) 0.033 0.027 8 2.00 0.40 0.080 ( 0.180) 0.044 0.036 9 2.25 0.40 0.080 ( 0.177) 0.044 0.036 10 2.50 0.40 0.080 ( 0.175) 0.044 0.036 11 2.75 0.50 0.100 ( 0.173) 0.055 0.045 12 3.00 0.50 0.100 ( 0.171) 0.055 0.045 13 3.25 0.50 0.100 ( 0.169) 0.055 0.045 14 3.50 0.50 0.100 ( 0.167) 0.055 0.045 15 3.75 0.50 0.100 ( 0.165) 0.055 0.045 16 4.00 0.60 0.120 ( 0.163) 0.066 0.054 17 4.25 0.60 0.120 ( 0.161) 0.066 0.054 18 4.50 0.70 0.140 ( 0.159) 0.076 0.064 19 4.75 0.70 0.140 ( 0.156) 0.076 0.064 20 5.00 0.80 0.160 ( 0.154) 0.087 0.073 21 5.25 0.60 0.120 ( 0.152) 0.066 0.054 22 5.50 0.70 0.140 ( 0.150) 0.076 0.064 23 5.75 0.80 0.160 ( 0.149) 0.087 0.073 24 6.00 0.80 0.160 ( 0.147) 0.087 0.073 25 6.25 0.90 0.180 ( 0.145) 0.098 0.082 26 6.50 0.90 0.180 ( 0.143) 0.098 0.082 27 6.75 1.00 0.200 ( 0.141) 0.109 0.091 28 7.00 1.00 0.200 ( 0.139) 0.109 0.091 29 7.25 1.00 0.200 ( 0.137) 0.109 0.091 30 7.50 1.10 0.220 ( 0.135) 0.120 0.100 31 7.75 1.20 0.240 ( 0.133) 0.131 0.109 32 8.00 1.30 0.260 0.131 ( 0.142) 0.129 33 8.25 1.50 0.300 0.130 ( 0.164) 0.170 34 8.50 1.50 0.300 0.128 ( 0.164) 0.172 35 8.75 1.60 0.320 0.126 ( 0.175) 0.194 36 9.00 1.70 0.340 0.124 ( 0.186) 0.216 37 9.25 1.90 0.380 0.122 ( 0.208) 0.257 38 9.50 2.00 0.400 0.121 ( 0.218) 0.279 39 9.75 2.10 0.420 0.119 ( 0.229) 0.301 40 10.00 2.20 0.440 0.117 ( 0.240) 0.323 41 10.25 1.50 0.300 0.116 ( 0.164) 0.184 Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
42 10.50 1.50 0.300 0.114 ( 0.164) 0.186 43 10.75 2.00 0.400 0.112 ( 0.218) 0.288 44 11.00 2.00 0.400 0.111 ( 0.218) 0.289 45 11.25 1.90 0.380 0.109 ( 0.208) 0.271 46 11.50 1.90 0.380 0.107 ( 0.208) 0.273 47 11.75 1.70 0.340 0.106 ( 0.186) 0.234 48 12.00 1.80 0.360 0.104 ( 0.197) 0.256 49 12.25 2.50 0.500 0.103 ( 0.273) 0.397 50 12.50 2.60 0.520 0.101 ( 0.284) 0.419 51 12.75 2.80 0.560 0.100 ( 0.306) 0.460 52 13.00 2.90 0.580 0.098 ( 0.317) 0.482 53 13.25 3.40 0.680 0.097 ( 0.371) 0.583 54 13.50 3.40 0.680 0.095 ( 0.371) 0.585 55 13.75 2.30 0.460 0.094 ( 0.251) 0.366 56 14.00 2.30 0.460 0.092 ( 0.251) 0.368 57 14.25 2.70 0.540 0.091 ( 0.295) 0.449 58 14.50 2.60 0.520 0.089 ( 0.284) 0.430 59 14.75 2.60 0.520 0.088 ( 0.284) 0.432 60 15.00 2.50 0.500 0.087 ( 0.273) 0.413 61 15.25 2.40 0.480 0.085 ( 0.262) 0.394 62 15.50 2.30 0.460 0.084 ( 0.251) 0.376 63 15.75 1.90 0.380 0.083 ( 0.208) 0.297 64 16.00 1.90 0.380 0.082 ( 0.208) 0.298 65 16.25 0.40 0.080 ( 0.080) 0.044 0.036 66 16.50 0.40 0.080 ( 0.079) 0.044 0.036 67 16.75 0.30 0.060 ( 0.078) 0.033 0.027 68 17.00 0.30 0.060 ( 0.077) 0.033 0.027 69 17.25 0.50 0.100 ( 0.076) 0.055 0.045 70 17.50 0.50 0.100 ( 0.074) 0.055 0.045 71 17.75 0.50 0.100 ( 0.073) 0.055 0.045 72 18.00 0.40 0.080 ( 0.072) 0.044 0.036 73 18.25 0.40 0.080 ( 0.071) 0.044 0.036 74 18.50 0.40 0.080 ( 0.070) 0.044 0.036 75 18.75 0.30 0.060 ( 0.069) 0.033 0.027 76 19.00 0.20 0.040 ( 0.068) 0.022 0.018 77 19.25 0.30 0.060 ( 0.067) 0.033 0.027 78 19.50 0.40 0.080 ( 0.066) 0.044 0.036 79 19.75 0.30 0.060 ( 0.065) 0.033 0.027 80 20.00 0.20 0.040 ( 0.064) 0.022 0.018 81 20.25 0.30 0.060 ( 0.064) 0.033 0.027 82 20.50 0.30 0.060 ( 0.063) 0.033 0.027 83 20.75 0.30 0.060 ( 0.062) 0.033 0.027 84 21.00 0.20 0.040 ( 0.061) 0.022 0.018 85 21.25 0.30 0.060 ( 0.061) 0.033 0.027 86 21.50 0.20 0.040 ( 0.060) 0.022 0.018 87 21.75 0.30 0.060 ( 0.059) 0.033 0.027 88 22.00 0.20 0.040 ( 0.059) 0.022 0.018 89 22.25 0.30 0.060 ( 0.058) 0.033 0.027 90 22.50 0.20 0.040 ( 0.057) 0.022 0.018 91 22.75 0.20 0.040 ( 0.057) 0.022 0.018 92 23.00 0.20 0.040 ( 0.056) 0.022 0.018 93 23.25 0.20 0.040 ( 0.056) 0.022 0.018 94 23.50 0.20 0.040 ( 0.056) 0.022 0.018 95 23.75 0.20 0.040 ( 0.055) 0.022 0.018 96 24.00 0.20 0.040 ( 0.055) 0.022 0.018 (Loss Rate Not Used)
Sum = 100.0 Sum = 13.4 Flood volume = Effective rainfall 3.35(In)
times area 97.9(Ac.)/[(In)/(Ft.)] = 27.3(Ac.Ft) Total soil loss = 1.65(In)
Total soil loss = 13.481(Ac.Ft)
Total rainfall = 5.00(In)
Flood volume = 1188608.4 Cubic Feet
Total soil loss = 587211.1 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 56.754(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 15 Minute intervals ((CFS))
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 15.0 30.0 45.0 60.0 ----------------------------------------------------------------------- 0+15 0.0193 0.93 Q | | | | 0+30 0.0629 2.11 VQ | | | | 0+45 0.1162 2.58 VQ | | | | 1+ 0 0.1810 3.14 V Q | | | | 1+15 0.2438 3.04 V Q | | | | 1+30 0.3005 2.75 VQ | | | | 1+45 0.3563 2.70 VQ | | | | 2+ 0 0.4215 3.15 V Q | | | | 2+15 0.4939 3.51 V Q | | | | 2+30 0.5676 3.57 V Q | | | | 2+45 0.6512 4.05 V Q | | | | 3+ 0 0.7421 4.40 VQ | | | | 3+15 0.8343 4.46 |VQ | | | | 3+30 0.9268 4.48 |VQ | | | | 3+45 1.0192 4.48 |VQ | | | | 4+ 0 1.1214 4.94 |V Q | | | | 4+15 1.2308 5.30 |V Q | | | | 4+30 1.3511 5.82 |V Q | | | | 4+45 1.4790 6.19 | V Q | | | | 5+ 0 1.6179 6.72 | V Q | | | | 5+15 1.7450 6.15 | V Q | | | | 5+30 1.8684 5.97 | VQ | | | | 5+45 2.0066 6.69 | V Q | | | | 6+ 0 2.1527 7.07 | VQ | | | | 6+15 2.3100 7.61 | V Q | | | | 6+30 2.4749 7.98 | V Q | | | | 6+45 2.6507 8.51 | V Q | | | | 7+ 0 2.8341 8.88 | VQ | | | | 7+15 3.0187 8.94 | VQ | | | | 7+30 3.2134 9.42 | V Q | | | | 7+45 3.4249 10.24 | VQ | | | | 8+ 0 3.6659 11.67 | V Q | | | | 8+15 3.9688 14.66 | V Q| | | | 8+30 4.3102 16.52 | V |Q | | | 8+45 4.6826 18.03 | V | Q | | | 9+ 0 5.0974 20.08 | V | Q | | | 9+15 5.5772 23.22 | V | Q | | | 9+30 6.1173 26.14 | V | Q | | | 9+45 6.7045 28.42 | V| Q | | | 10+ 0 7.3367 30.60 | V Q | | 10+15 7.8428 24.50 | |V Q | | | 10+30 8.2433 19.38 | | Q | | | 10+45 8.7351 23.81 | | V Q | | | 11+ 0 9.3060 27.63 | | V Q | | | 11+15 9.8725 27.42 | | V Q | | | 11+30 10.4296 26.97 | | V Q | | | 11+45 10.9448 24.93 | | Q | | | 12+ 0 11.4516 24.53 | | Q | | | 12+15 12.1212 32.41 | | V |Q | | 12+30 12.9291 39.10 | | V | Q | | 12+45 13.8185 43.05 | | V Q | | 13+ 0 14.7720 46.15 | | V Q | 13+15 15.8572 52.52 | | | V | Q | 13+30 17.0298 56.75 | | | V | Q | 13+45 17.9855 46.26 | | | V Q | 14+ 0 18.7709 38.01 | | | Q V | | 14+15 19.6142 40.82 | | | QV | | 14+30 20.4959 42.67 | | | Q V | 14+45 21.3753 42.56 | | | Q V | 15+ 0 22.2361 41.66 | | | Q | V | 15+15 23.0616 39.96 | | | Q | V | 15+30 23.8498 38.15 | | | Q | V | 15+45 24.5359 33.21 | | | Q | V | 16+ 0 25.1570 30.06 | | Q | V | 16+15 25.4887 16.06 | Q | | V | 16+30 25.6074 5.74 | Q | | | V | 16+45 25.6807 3.55 | Q | | | V | 17+ 0 25.7377 2.76 |Q | | | V | 17+15 25.8128 3.64 | Q | | | V | 17+30 25.9022 4.33 | Q | | | V | Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
17+45 25.9940 4.45 | Q | | | V | 18+ 0 26.0769 4.01 | Q | | | V | 18+15 26.1524 3.66 | Q | | | V | 18+30 26.2267 3.60 | Q | | | V | 18+45 26.2910 3.11 | Q | | | V | 19+ 0 26.3384 2.29 |Q | | | V | 19+15 26.3869 2.35 |Q | | | V | 19+30 26.4508 3.09 | Q | | | V | 19+45 26.5132 3.02 | Q | | | V | 20+ 0 26.5603 2.28 |Q | | | V | 20+15 26.6088 2.35 |Q | | | V| 20+30 26.6631 2.63 |Q | | | V| 20+45 26.7182 2.67 |Q | | | V| 21+ 0 26.7641 2.22 |Q | | | V| 21+15 26.8123 2.33 |Q | | | V| 21+30 26.8569 2.16 |Q | | | V| 21+45 26.9047 2.32 |Q | | | V| 22+ 0 26.9493 2.16 |Q | | | V| 22+15 26.9972 2.32 |Q | | | V| 22+30 27.0418 2.16 |Q | | | V| 22+45 27.0800 1.85 |Q | | | V| 23+ 0 27.1173 1.81 |Q | | | V| 23+15 27.1543 1.79 |Q | | | V| 23+30 27.1913 1.79 |Q | | | V| 23+45 27.2283 1.79 |Q | | | V| 24+ 0 27.2653 1.79 |Q | | | V| 24+15 27.2830 0.86 Q | | | V| 24+30 27.2861 0.15 Q | | | V| 24+45 27.2867 0.03 Q | | | V ----------------------------------------------------------------------- Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Area C
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
· Area ‘C’ – 2 Year Pre-Development Condition – Rational Method Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/07/19 File:EXC002.out ------------------------------------------------------------------------ TRACT 31194 - 'GOLDEN MEADOWS' HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION - RATIONAL METHOD - 2 YEAR STORM
HUNSAKER & ASSOCIATES, FEBRUARY 2019
BY: BRIAN LOWELL, PE
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6407
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.)
100 year, 1 hour precipitation = 1.300(In.)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.550(In/Hr)
Slope of intensity duration curve = 0.5300
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 756.000(Ft.)
Top (of initial area) elevation = 1719.000(Ft.)
Bottom (of initial area) elevation = 1541.000(Ft.)
Difference in elevation = 178.000(Ft.)
Slope = 0.23545 s(percent)= 23.54
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.030 min.

Rainfall intensity = 1.419(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.585
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.700
Decimal fraction soil group C = 0.300
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 63.56
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.231(CFS)
Total initial stream area = 6.300(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________ Top of natural channel elevation = 1548.000(Ft.)
End of natural channel elevation = 1528.000(Ft.)
Length of natural channel = 660.000(Ft.)
Estimated mean flow rate at midpoint of channel = 10.337(CFS) Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Natural valley channel type used
L.A. County flood control district formula for channel velocity:

Velocity(ft/s) = (7 + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 4.39(Ft/s)
Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0303
Corrected/adjusted channel slope = 0.0303
Travel time = 2.51 min. TC = 12.54 min.

Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.558
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.200
RI index for soil(AMC 1) = 63.28
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.261(In/Hr) for a 2.0 year storm Subarea runoff = 8.652(CFS) for 12.300(Ac.)
Total runoff = 13.882(CFS) Total area = 18.600(Ac.) End of computations, total study area = 18.60 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 80.3
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
· Area ‘C’ – 10 Year Pre-Development Condition – Rational Method Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/07/19 File:EXC010.out ------------------------------------------------------------------------ TRACT 31194 - 'GOLDEN MEADOWS' HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION - RATIONAL METHOD - 10 YEAR STORM
HUNSAKER & ASSOCIATES, FEBRUARY 2019
BY: BRIAN LOWELL, PE
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6407
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.)
100 year, 1 hour precipitation = 1.300(In.)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.859(In/Hr)
Slope of intensity duration curve = 0.5300
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 756.000(Ft.)
Top (of initial area) elevation = 1719.000(Ft.)
Bottom (of initial area) elevation = 1541.000(Ft.)
Difference in elevation = 178.000(Ft.)
Slope = 0.23545 s(percent)= 23.54
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.030 min.

Rainfall intensity = 2.216(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.785
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.700
Decimal fraction soil group C = 0.300
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 80.40
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 10.955(CFS)
Total initial stream area = 6.300(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________ Top of natural channel elevation = 1548.000(Ft.)
End of natural channel elevation = 1528.000(Ft.)
Length of natural channel = 660.000(Ft.)
Estimated mean flow rate at midpoint of channel = 21.650(CFS) Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Natural valley channel type used
L.A. County flood control district formula for channel velocity:

Velocity(ft/s) = (7 + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 5.33(Ft/s)
Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0303
Corrected/adjusted channel slope = 0.0303
Travel time = 2.06 min. TC = 12.09 min.

Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.773
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.200
RI index for soil(AMC 2) = 80.20
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.006(In/Hr) for a 10.0 year storm Subarea runoff = 19.081(CFS) for 12.300(Ac.)
Total runoff = 30.036(CFS) Total area = 18.600(Ac.) End of computations, total study area = 18.60 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 80.3
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
· Area ‘C’ – 100 Year Pre-Development Condition – Rational Method Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/07/19 File:EXC100.out ------------------------------------------------------------------------ TRACT 31194 - 'GOLDEN MEADOWS' HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION - RATIONAL METHOD - 100 YEAR STORM
HUNSAKER & ASSOCIATES, FEBRUARY 2019
BY: BRIAN LOWELL, PE
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6407
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.550(In.)
100 year, 1 hour precipitation = 1.300(In.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5300
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 756.000(Ft.)
Top (of initial area) elevation = 1719.000(Ft.)
Bottom (of initial area) elevation = 1541.000(Ft.)
Difference in elevation = 178.000(Ft.)
Slope = 0.23545 s(percent)= 23.54
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.030 min.

Rainfall intensity = 3.355(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.867
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.700
Decimal fraction soil group C = 0.300
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 91.24
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 18.323(CFS)
Total initial stream area = 6.300(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________ Top of natural channel elevation = 1548.000(Ft.)
End of natural channel elevation = 1528.000(Ft.)
Length of natural channel = 660.000(Ft.)
Estimated mean flow rate at midpoint of channel = 36.209(CFS) Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Natural valley channel type used
L.A. County flood control district formula for channel velocity:

Velocity(ft/s) = (7 + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 6.15(Ft/s)
Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0303
Corrected/adjusted channel slope = 0.0303
Travel time = 1.79 min. TC = 11.82 min.

Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.864
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.200
RI index for soil(AMC 3) = 91.12
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.075(In/Hr) for a 100.0 year storm Subarea runoff = 32.662(CFS) for 12.300(Ac.)
Total runoff = 50.985(CFS) Total area = 18.600(Ac.) End of computations, total study area = 18.60 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 80.3
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
· Area ‘C’ – 2 Year Post-Development Condition – Rational Method Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 05/18/21 File:PRC002.out ------------------------------------------------------------------------ TRACT 31194 - 'GOLDEN MEADOWS' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘C’
DEVELOPED CONDITION RATIONAL METHOD - 2 YEAR STORM
HUNSAKER & ASSOCIATES, MAY 2021, BRIAN LOWELL, PE
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6407
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.)
100 year, 1 hour precipitation = 1.300(In.)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.550(In/Hr)
Slope of intensity duration curve = 0.5300
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 500.000(Ft.)
Top (of initial area) elevation = 1566.100(Ft.)
Bottom (of initial area) elevation = 1554.000(Ft.)
Difference in elevation = 12.100(Ft.)
Slope = 0.02420 s(percent)= 2.42
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.860 min.

Rainfall intensity = 1.432(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.619
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.127(CFS)
Total initial stream area = 1.270(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1546.000(Ft.)
Downstream point/station elevation = 1545.000(Ft.)
Pipe length = 21.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.127(CFS)
Nearest computed pipe diameter = 6.00(In.)
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Calculated individual pipe flow = 1.127(CFS)
Normal flow depth in pipe = 4.54(In.)
Flow top width inside pipe = 5.15(In.)
Critical depth could not be calculated.

Pipe flow velocity = 7.08(Ft/s)
Travel time through pipe = 0.05 min.

Time of concentration (TC) = 9.91 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.270(Ac.)
Runoff from this stream = 1.127(CFS)
Time of concentration = 9.91 min.

Rainfall intensity = 1.428(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 303.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 535.000(Ft.)
Top (of initial area) elevation = 1566.100(Ft.)
Bottom (of initial area) elevation = 1554.000(Ft.)
Difference in elevation = 12.100(Ft.)
Slope = 0.02262 s(percent)= 2.26
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.269 min.

Rainfall intensity = 1.402(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.617
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.102(CFS)
Total initial stream area = 2.430(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1546.000(Ft.)
Downstream point/station elevation = 1545.000(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.102(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.102(CFS)
Normal flow depth in pipe = 5.53(In.)
Flow top width inside pipe = 8.76(In.)
Critical Depth = 7.85(In.)
Pipe flow velocity = 7.39(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 10.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 302.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.430(Ac.)
Runoff from this stream = 2.102(CFS)
Time of concentration = 10.34 min.

Rainfall intensity = 1.397(In/Hr)
Summary of stream data:

Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 1.127 9.91 1.428
2 2.102 10.34 1.397
Largest stream flow has longer time of concentration
Qp = 2.102 + sum of
Qb Ia/Ib

1.127 * 0.978 = 1.102
Qp = 3.204
Total of 2 streams to confluence:

Flow rates before confluence point:

1.127 2.102
Area of streams before confluence:

1.270 2.430
Results of confluence:

Total flow rate = 3.204(CFS)
Time of concentration = 10.336 min.

Effective stream area after confluence = 3.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1545.000(Ft.)
Downstream point/station elevation = 1540.000(Ft.)
Pipe length = 271.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.204(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.204(CFS)
Normal flow depth in pipe = 7.14(In.)
Flow top width inside pipe = 11.78(In.)
Critical Depth = 9.20(In.)
Pipe flow velocity = 6.59(Ft/s)
Travel time through pipe = 0.69 min.

Time of concentration (TC) = 11.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 304.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.700(Ac.)
Runoff from this stream = 3.204(CFS)
Time of concentration = 11.02 min.

Rainfall intensity = 1.350(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 305.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 215.000(Ft.)
Top (of initial area) elevation = 1554.000(Ft.)
Bottom (of initial area) elevation = 1553.500(Ft.)
Difference in elevation = 0.500(Ft.)
Slope = 0.00233 s(percent)= 0.23
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.239 min.

Rainfall intensity = 1.336(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.612
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Initial subarea runoff = 1.121(CFS)
Total initial stream area = 1.370(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1540.200(Ft.)
Downstream point/station elevation = 1540.000(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.121(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.121(CFS)
Normal flow depth in pipe = 5.43(In.)
Flow top width inside pipe = 8.81(In.)
Critical Depth = 5.84(In.)
Pipe flow velocity = 4.02(Ft/s)
Travel time through pipe = 0.08 min.

Time of concentration (TC) = 11.32 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 304.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.370(Ac.)
Runoff from this stream = 1.121(CFS)
Time of concentration = 11.32 min.

Rainfall intensity = 1.331(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 3.204 11.02 1.350
2 1.121 11.32 1.331
Largest stream flow has longer or shorter time of concentration Qp = 3.204 + sum of
Qa Tb/Ta

1.121 * 0.974 = 1.091
Qp = 4.296
Total of 2 streams to confluence:

Flow rates before confluence point:

3.204 1.121
Area of streams before confluence:

3.700 1.370
Results of confluence:

Total flow rate = 4.296(CFS)
Time of concentration = 11.022 min.

Effective stream area after confluence = 5.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 306.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1540.000(Ft.)
Downstream point/station elevation = 1535.000(Ft.)
Pipe length = 170.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.296(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.296(CFS)
Normal flow depth in pipe = 7.42(In.)
Flow top width inside pipe = 11.66(In.)
Critical Depth = 10.45(In.)
Pipe flow velocity = 8.42(Ft/s)
Travel time through pipe = 0.34 min.

Time of concentration (TC) = 11.36 min.

Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 306.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 5.070(Ac.)
Runoff from this stream = 4.296(CFS)
Time of concentration = 11.36 min.

Rainfall intensity = 1.329(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 308.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 742.000(Ft.)
Top (of initial area) elevation = 1551.900(Ft.)
Bottom (of initial area) elevation = 1538.600(Ft.)
Difference in elevation = 13.300(Ft.)
Slope = 0.01792 s(percent)= 1.79
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.261 min.

Rainfall intensity = 1.276(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.633
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.700
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.300
RI index for soil(AMC 1) = 41.70
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.608(CFS)
Total initial stream area = 3.230(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 306.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1532.000(Ft.)
Downstream point/station elevation = 1531.000(Ft.)
Pipe length = 48.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.608(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.608(CFS)
Normal flow depth in pipe = 6.05(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 8.31(In.)
Pipe flow velocity = 6.57(Ft/s)
Travel time through pipe = 0.12 min.

Time of concentration (TC) = 12.38 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 306.200 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 3.230(Ac.)
Runoff from this stream = 2.608(CFS)
Time of concentration = 12.38 min.

Rainfall intensity = 1.269(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 310.000 Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
**** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 647.000(Ft.)
Top (of initial area) elevation = 1719.900(Ft.)
Bottom (of initial area) elevation = 1580.000(Ft.)
Difference in elevation = 139.900(Ft.)
Slope = 0.21623 s(percent)= 21.62
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.586 min.

Rainfall intensity = 1.454(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.629
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.300
Decimal fraction soil group C = 0.700
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 68.04
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.231(CFS)
Total initial stream area = 2.440(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 306.300 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 1580.000(Ft.)
Downstream point elevation = 1535.000(Ft.)
Channel length thru subarea = 532.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 1.000
Slope or 'Z' of right channel bank = 1.000
Estimated mean flow rate at midpoint of channel = 3.384(CFS) Manning's 'N' = 0.013
Maximum depth of channel = 1.500(Ft.)
Flow(q) thru subarea = 3.384(CFS)
Depth of flow = 0.551(Ft.), Average velocity = 11.166(Ft/s) Channel flow top width = 1.101(Ft.)
Flow Velocity = 11.17(Ft/s)
Travel time = 0.79 min.

Time of concentration = 10.38 min.

Sub-Channel No. 1 Critical depth = 0.938(Ft.)
' ' ' Critical flow top width = 1.875(Ft.) ' ' ' Critical flow velocity= 3.850(Ft/s) ' ' ' Critical flow area = 0.879(Sq.Ft) Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.601
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 65.80
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.394(In/Hr) for a 2.0 year storm Subarea runoff = 2.254(CFS) for 2.690(Ac.)
Total runoff = 4.485(CFS) Total area = 5.130(Ac.) Depth of flow = 0.612(Ft.), Average velocity = 11.980(Ft/s) Sub-Channel No. 1 Critical depth = 1.047(Ft.)
' ' ' Critical flow top width = 2.094(Ft.) ' ' ' Critical flow velocity= 4.092(Ft/s) ' ' ' Critical flow area = 1.096(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 306.300 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
The following data inside Main Stream is listed:

In Main Stream number: 3
Stream flow area = 5.130(Ac.)
Runoff from this stream = 4.485(CFS)
Time of concentration = 10.38 min.

Rainfall intensity = 1.394(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 4.296 11.36 1.329
2 2.608 12.38 1.269
3 4.485 10.38 1.394
Largest stream flow has longer or shorter time of concentration Qp = 4.485 + sum of
Qa Tb/Ta

4.296 * 0.914 = 3.926
Qa Tb/Ta

2.608 * 0.838 = 2.187
Qp = 10.597
Total of 3 main streams to confluence:

Flow rates before confluence point:

4.296 2.608 4.485
Area of streams before confluence:

5.070 3.230 5.130
Results of confluence:

Total flow rate = 10.597(CFS)
Time of concentration = 10.380 min.

Effective stream area after confluence = 13.430(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 306.300 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.620
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.500
RI index for soil(AMC 1) = 67.90
Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 10.38 min.

Rainfall intensity = 1.394(In/Hr) for a 2.0 year storm Subarea runoff = 0.656(CFS) for 0.760(Ac.)
Total runoff = 11.254(CFS) Total area = 14.190(Ac.) End of computations, total study area = 14.19 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.708
Area averaged RI index number = 68.4
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
· Area ‘C’ – 10 Year Post-Development Condition – Rational Method Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 05/18/21 File:PRC010.out ------------------------------------------------------------------------ TRACT 31194 - 'GOLDEN MEADOWS' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘C’
DEVELOPED CONDITION RATIONAL METHOD - 10 YEAR STORM
HUNSAKER & ASSOCIATES, MAY 2021, BRIAN LOWELL, PE
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6407
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.)
100 year, 1 hour precipitation = 1.300(In.)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.859(In/Hr)
Slope of intensity duration curve = 0.5300
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 500.000(Ft.)
Top (of initial area) elevation = 1566.100(Ft.)
Bottom (of initial area) elevation = 1554.000(Ft.)
Difference in elevation = 12.100(Ft.)
Slope = 0.02420 s(percent)= 2.42
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.860 min.

Rainfall intensity = 2.236(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.756
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.148(CFS)
Total initial stream area = 1.270(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1546.000(Ft.)
Downstream point/station elevation = 1545.000(Ft.)
Pipe length = 21.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.148(CFS)
Nearest computed pipe diameter = 9.00(In.)
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
Calculated individual pipe flow = 2.148(CFS)
Normal flow depth in pipe = 5.00(In.)
Flow top width inside pipe = 8.94(In.)
Critical Depth = 7.92(In.)
Pipe flow velocity = 8.52(Ft/s)
Travel time through pipe = 0.04 min.

Time of concentration (TC) = 9.90 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.270(Ac.)
Runoff from this stream = 2.148(CFS)
Time of concentration = 9.90 min.

Rainfall intensity = 2.231(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 303.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 535.000(Ft.)
Top (of initial area) elevation = 1566.100(Ft.)
Bottom (of initial area) elevation = 1554.000(Ft.)
Difference in elevation = 12.100(Ft.)
Slope = 0.02262 s(percent)= 2.26
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.269 min.

Rainfall intensity = 2.188(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.754
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.011(CFS)
Total initial stream area = 2.430(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1546.000(Ft.)
Downstream point/station elevation = 1545.000(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.011(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.011(CFS)
Normal flow depth in pipe = 6.81(In.)
Flow top width inside pipe = 11.89(In.)
Critical Depth = 10.18(In.)
Pipe flow velocity = 8.71(Ft/s)
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 10.33 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 302.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.430(Ac.)
Runoff from this stream = 4.011(CFS)
Time of concentration = 10.33 min.

Rainfall intensity = 2.182(In/Hr)
Summary of stream data:

Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

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Section 3
Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 2.148 9.90 2.231
2 4.011 10.33 2.182
Largest stream flow has longer time of concentration
Qp = 4.011 + sum of
Qb Ia/Ib

2.148 * 0.978 = 2.101
Qp = 6.111
Total of 2 streams to confluence:

Flow rates before confluence point:

2.148 4.011
Area of streams before confluence:

1.270 2.430
Results of confluence:

Total flow rate = 6.111(CFS)
Time of concentration = 10.326 min.

Effective stream area after confluence = 3.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1545.000(Ft.)
Downstream point/station elevation = 1540.000(Ft.)
Pipe length = 271.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.111(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 6.111(CFS)
Normal flow depth in pipe = 9.21(In.)
Flow top width inside pipe = 14.60(In.)
Critical Depth = 11.99(In.)
Pipe flow velocity = 7.73(Ft/s)
Travel time through pipe = 0.58 min.

Time of concentration (TC) = 10.91 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 304.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.700(Ac.)
Runoff from this stream = 6.111(CFS)
Time of concentration = 10.91 min.

Rainfall intensity = 2.119(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 305.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 215.000(Ft.)
Top (of initial area) elevation = 1554.000(Ft.)
Bottom (of initial area) elevation = 1553.500(Ft.)
Difference in elevation = 0.500(Ft.)
Slope = 0.00233 s(percent)= 0.23
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.239 min.

Rainfall intensity = 2.086(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.750
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
Initial subarea runoff = 2.142(CFS)
Total initial stream area = 1.370(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1540.200(Ft.)
Downstream point/station elevation = 1540.000(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.142(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.142(CFS)
Normal flow depth in pipe = 6.71(In.)
Flow top width inside pipe = 11.92(In.)
Critical Depth = 7.51(In.)
Pipe flow velocity = 4.74(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 11.31 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 304.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.370(Ac.)
Runoff from this stream = 2.142(CFS)
Time of concentration = 11.31 min.

Rainfall intensity = 2.079(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 6.111 10.91 2.119
2 2.142 11.31 2.079
Largest stream flow has longer or shorter time of concentration Qp = 6.111 + sum of
Qa Tb/Ta

2.142 * 0.965 = 2.067
Qp = 8.178
Total of 2 streams to confluence:

Flow rates before confluence point:

6.111 2.142
Area of streams before confluence:

3.700 1.370
Results of confluence:

Total flow rate = 8.178(CFS)
Time of concentration = 10.911 min.

Effective stream area after confluence = 5.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 306.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1540.000(Ft.)
Downstream point/station elevation = 1535.000(Ft.)
Pipe length = 170.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.178(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 8.178(CFS)
Normal flow depth in pipe = 9.59(In.)
Flow top width inside pipe = 14.41(In.)
Critical Depth = 13.48(In.)
Pipe flow velocity = 9.88(Ft/s)
Travel time through pipe = 0.29 min.

Time of concentration (TC) = 11.20 min.

Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

In Main Stream number: 1
Stream flow area = 5.070(Ac.)
Runoff from this stream = 8.178(CFS)
Time of concentration = 11.20 min.

Rainfall intensity = 2.090(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 308.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 742.000(Ft.)
Top (of initial area) elevation = 1551.900(Ft.)
Bottom (of initial area) elevation = 1538.600(Ft.)
Difference in elevation = 13.300(Ft.)
Slope = 0.01792 s(percent)= 1.79
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.261 min.

Rainfall intensity = 1.992(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.768
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.700
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.300
RI index for soil(AMC 2) = 61.70
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.941(CFS)
Total initial stream area = 3.230(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 306.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1532.000(Ft.)
Downstream point/station elevation = 1531.000(Ft.)
Pipe length = 48.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.941(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.941(CFS)
Normal flow depth in pipe = 9.45(In.)
Flow top width inside pipe = 9.82(In.)
Critical Depth = 10.96(In.)
Pipe flow velocity = 7.46(Ft/s)
Travel time through pipe = 0.11 min.

Time of concentration (TC) = 12.37 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 306.200 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 3.230(Ac.)
Runoff from this stream = 4.941(CFS)
Time of concentration = 12.37 min.

Rainfall intensity = 1.983(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 310.000 Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Rainfall intensity = 2.269(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.807
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.300
Decimal fraction soil group C = 0.700
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 83.60
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.469(CFS)
Total initial stream area = 2.440(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 306.300 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 1580.000(Ft.)
Downstream point elevation = 1535.000(Ft.)
Channel length thru subarea = 532.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 1.000
Slope or 'Z' of right channel bank = 1.000
Estimated mean flow rate at midpoint of channel = 6.838(CFS) Manning's 'N' = 0.013
Maximum depth of channel = 1.500(Ft.)
Flow(q) thru subarea = 6.838(CFS)
Depth of flow = 0.717(Ft.), Average velocity = 13.312(Ft/s) Channel flow top width = 1.433(Ft.)
Flow Velocity = 13.31(Ft/s)
Travel time = 0.67 min.

Time of concentration = 10.25 min.

Sub-Channel No. 1 Critical depth = 1.234(Ft.)
' ' ' Critical flow top width = 2.469(Ft.) ' ' ' Critical flow velocity= 4.488(Ft/s) ' ' ' Critical flow area = 1.524(Sq.Ft) Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.794
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 82.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.190(In/Hr) for a 10.0 year storm Subarea runoff = 4.677(CFS) for 2.690(Ac.)
Total runoff = 9.146(CFS) Total area = 5.130(Ac.) Depth of flow = 0.799(Ft.), Average velocity = 14.316(Ft/s) Sub-Channel No. 1 Critical depth = 1.391(Ft.)
' ' ' Critical flow top width = 2.781(Ft.) ' ' ' Critical flow velocity= 4.729(Ft/s) ' ' ' Critical flow area = 1.934(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 306.300 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
The following data inside Main Stream is listed:

In Main Stream number: 3
Stream flow area = 5.130(Ac.)
Runoff from this stream = 9.146(CFS)
Time of concentration = 10.25 min.

Rainfall intensity = 2.190(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 8.178 11.20 2.090
2 4.941 12.37 1.983
3 9.146 10.25 2.190
Largest stream flow has longer or shorter time of concentration Qp = 9.146 + sum of
Qa Tb/Ta

8.178 * 0.916 = 7.488
Qa Tb/Ta

4.941 * 0.829 = 4.095
Qp = 20.728
Total of 3 main streams to confluence:

Flow rates before confluence point:

8.178 4.941 9.146
Area of streams before confluence:

5.070 3.230 5.130
Results of confluence:

Total flow rate = 20.728(CFS)
Time of concentration = 10.252 min.

Effective stream area after confluence = 13.430(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 306.300 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.803
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.500
RI index for soil(AMC 2) = 83.50
Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 10.25 min.

Rainfall intensity = 2.190(In/Hr) for a 10.0 year storm Subarea runoff = 1.337(CFS) for 0.760(Ac.)
Total runoff = 22.066(CFS) Total area = 14.190(Ac.) End of computations, total study area = 14.19 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.708
Area averaged RI index number = 68.4
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
· Area ‘C’ – 100 Year Post-Development Condition – Rational Method Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 05/18/21 File:PRC100.out ------------------------------------------------------------------------ TRACT 31194 - 'GOLDEN MEADOWS' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘C’
DEVELOPED CONDITION RATIONAL METHOD - 100 YEAR STORM
HUNSAKER & ASSOCIATES, MAY 2021, BRIAN LOWELL, PE
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6407
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.550(In.)
100 year, 1 hour precipitation = 1.300(In.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5300
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 500.000(Ft.)
Top (of initial area) elevation = 1566.100(Ft.)
Bottom (of initial area) elevation = 1554.000(Ft.)
Difference in elevation = 12.100(Ft.)
Slope = 0.02420 s(percent)= 2.42
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.860 min.

Rainfall intensity = 3.385(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.847
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.643(CFS)
Total initial stream area = 1.270(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1546.000(Ft.)
Downstream point/station elevation = 1545.000(Ft.)
Pipe length = 21.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.643(CFS)
Nearest computed pipe diameter = 12.00(In.)
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
Calculated individual pipe flow = 3.643(CFS)
Normal flow depth in pipe = 5.78(In.)
Flow top width inside pipe = 11.99(In.)
Critical Depth = 9.77(In.)
Pipe flow velocity = 9.74(Ft/s)
Travel time through pipe = 0.04 min.

Rainfall intensity = 3.379(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 303.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 535.000(Ft.)
Top (of initial area) elevation = 1566.100(Ft.)
Bottom (of initial area) elevation = 1554.000(Ft.)
Difference in elevation = 12.100(Ft.)
Slope = 0.02262 s(percent)= 2.26
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.269 min.

Rainfall intensity = 3.313(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.846
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.814(CFS)
Total initial stream area = 2.430(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1546.000(Ft.)
Downstream point/station elevation = 1545.000(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.814(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 6.814(CFS)
Normal flow depth in pipe = 8.18(In.)
Flow top width inside pipe = 14.94(In.)
Critical Depth = 12.57(In.)
Pipe flow velocity = 9.96(Ft/s)
Travel time through pipe = 0.05 min.

Time of concentration (TC) = 10.32 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 302.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.430(Ac.)
Runoff from this stream = 6.814(CFS)
Time of concentration = 10.32 min.

Rainfall intensity = 3.305(In/Hr)
Summary of stream data:

Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 3.643 9.90 3.379
2 6.814 10.32 3.305
Largest stream flow has longer time of concentration
Qp = 6.814 + sum of
Qb Ia/Ib

3.643 * 0.978 = 3.563
Qp = 10.377
Total of 2 streams to confluence:

Flow rates before confluence point:

3.643 6.814
Area of streams before confluence:

1.270 2.430
Results of confluence:

Total flow rate = 10.377(CFS)
Time of concentration = 10.319 min.

Effective stream area after confluence = 3.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1545.000(Ft.)
Downstream point/station elevation = 1540.000(Ft.)
Pipe length = 271.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.377(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 10.377(CFS)
Normal flow depth in pipe = 11.39(In.)
Flow top width inside pipe = 17.35(In.)
Critical Depth = 14.86(In.)
Pipe flow velocity = 8.81(Ft/s)
Travel time through pipe = 0.51 min.

Time of concentration (TC) = 10.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 304.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.700(Ac.)
Runoff from this stream = 10.377(CFS)
Time of concentration = 10.83 min.

Rainfall intensity = 3.221(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 305.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 215.000(Ft.)
Top (of initial area) elevation = 1554.000(Ft.)
Bottom (of initial area) elevation = 1553.500(Ft.)
Difference in elevation = 0.500(Ft.)
Slope = 0.00233 s(percent)= 0.23
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.239 min.

Rainfall intensity = 3.158(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.844
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.500; Impervious fraction = 0.500 Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
Initial subarea runoff = 3.652(CFS)
Total initial stream area = 1.370(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1540.200(Ft.)
Downstream point/station elevation = 1540.000(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.652(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.652(CFS)
Normal flow depth in pipe = 8.07(In.)
Flow top width inside pipe = 14.96(In.)
Critical Depth = 9.27(In.)
Pipe flow velocity = 5.43(Ft/s)
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 11.30 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 304.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.370(Ac.)
Runoff from this stream = 3.652(CFS)
Time of concentration = 11.30 min.

Rainfall intensity = 3.149(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 10.377 10.83 3.221
2 3.652 11.30 3.149
Largest stream flow has longer or shorter time of concentration Qp = 10.377 + sum of
Qa Tb/Ta

3.652 * 0.959 = 3.500
Qp = 13.877
Total of 2 streams to confluence:

Flow rates before confluence point:

10.377 3.652
Area of streams before confluence:

3.700 1.370
Results of confluence:

Total flow rate = 13.877(CFS)
Time of concentration = 10.832 min.

Effective stream area after confluence = 5.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 306.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1540.000(Ft.)
Downstream point/station elevation = 1535.000(Ft.)
Pipe length = 170.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.877(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 13.877(CFS)
Normal flow depth in pipe = 11.86(In.)
Flow top width inside pipe = 17.07(In.)
Critical Depth = 16.52(In.)
Pipe flow velocity = 11.25(Ft/s)
Travel time through pipe = 0.25 min.

Time of concentration (TC) = 11.08 min.

Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

In Main Stream number: 1
Stream flow area = 5.070(Ac.)
Runoff from this stream = 13.877(CFS)
Time of concentration = 11.08 min.

Rainfall intensity = 3.182(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 308.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 742.000(Ft.)
Top (of initial area) elevation = 1551.900(Ft.)
Bottom (of initial area) elevation = 1538.600(Ft.)
Difference in elevation = 13.300(Ft.)
Slope = 0.01792 s(percent)= 1.79
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.261 min.

Rainfall intensity = 3.016(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.854
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.700
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.300
RI index for soil(AMC 3) = 79.36
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.316(CFS)
Total initial stream area = 3.230(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 306.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1532.000(Ft.)
Downstream point/station elevation = 1531.000(Ft.)
Pipe length = 48.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.316(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 8.316(CFS)
Normal flow depth in pipe = 11.04(In.)
Flow top width inside pipe = 13.22(In.)
Critical Depth = 13.56(In.)
Pipe flow velocity = 8.59(Ft/s)
Travel time through pipe = 0.09 min.

Time of concentration (TC) = 12.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 306.200 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 3.230(Ac.)
Runoff from this stream = 8.316(CFS)
Time of concentration = 12.35 min.

Rainfall intensity = 3.004(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 310.000 Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Rainfall intensity = 3.436(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.875
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.300
Decimal fraction soil group C = 0.700
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 93.16
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 7.337(CFS)
Total initial stream area = 2.440(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 306.300 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 1580.000(Ft.)
Downstream point elevation = 1535.000(Ft.)
Channel length thru subarea = 532.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 1.000
Slope or 'Z' of right channel bank = 1.000
Estimated mean flow rate at midpoint of channel = 11.272(CFS) Manning's 'N' = 0.013
Maximum depth of channel = 1.500(Ft.)
Flow(q) thru subarea = 11.272(CFS)
Depth of flow = 0.864(Ft.), Average velocity = 15.084(Ft/s) Channel flow top width = 1.729(Ft.)
Flow Velocity = 15.08(Ft/s)
Travel time = 0.59 min.

Time of concentration = 10.17 min.

Sub-Channel No. 1 Critical depth = 1.508(Ft.)
' ' ' Critical flow top width = 3.000(Ft.) ' ' ' Critical flow velocity= 4.958(Ft/s) ' ' ' Critical flow area = 2.273(Sq.Ft) Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.871
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 92.20
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.330(In/Hr) for a 100.0 year storm Subarea runoff = 7.797(CFS) for 2.690(Ac.)
Total runoff = 15.134(CFS) Total area = 5.130(Ac.) Depth of flow = 0.965(Ft.), Average velocity = 16.237(Ft/s) Sub-Channel No. 1 Critical depth = 1.672(Ft.)
' ' ' Critical flow top width = 3.000(Ft.) ' ' ' Critical flow velocity= 5.472(Ft/s) ' ' ' Critical flow area = 2.766(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 306.300 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
The following data inside Main Stream is listed:

In Main Stream number: 3
Stream flow area = 5.130(Ac.)
Runoff from this stream = 15.134(CFS)
Time of concentration = 10.17 min.

Rainfall intensity = 3.330(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 13.877 11.08 3.182
2 8.316 12.35 3.004
3 15.134 10.17 3.330
Largest stream flow has longer or shorter time of concentration Qp = 15.134 + sum of
Qa Tb/Ta

13.877 * 0.918 = 12.738
Qa Tb/Ta

8.316 * 0.824 = 6.848
Qp = 34.720
Total of 3 main streams to confluence:

Flow rates before confluence point:

13.877 8.316 15.134
Area of streams before confluence:

5.070 3.230 5.130
Results of confluence:

Total flow rate = 34.720(CFS)
Time of concentration = 10.174 min.

Effective stream area after confluence = 13.430(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 306.300 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.500
RI index for soil(AMC 3) = 93.10
Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 10.17 min.

Rainfall intensity = 3.330(In/Hr) for a 100.0 year storm Subarea runoff = 2.212(CFS) for 0.760(Ac.)
Total runoff = 36.932(CFS) Total area = 14.190(Ac.) End of computations, total study area = 14.19 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.708
Area averaged RI index number = 68.4
Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
· Area ‘C’ – 2 Year - Pre-Development Condition – Unit Hydrograph

U n i t H y d r o g r a p h A n a l y s i s

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6407

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

--------------------------------------------------------------------- TRACT 31194 - GOLDEN MEADOWS HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION 'OVERALL' UNIT HYDROGRAPH - 2 YEAR 1 HOUR STORM HUNSAKER & ASSOCIATES, FEBRUARY 2019
BY: BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 18.63(Ac.) = 0.029 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 18.63(Ac.) = 0.029 Sq. Mi.

Length along longest watercourse = 1415.00(Ft.)
Length along longest watercourse measured to centroid = 500.00(Ft.) Length along longest watercourse = 0.268 Mi.

Length along longest watercourse measured to centroid = 0.095 Mi.

Difference in elevation = 191.00(Ft.)
Slope along watercourse = 712.7067 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.051 Hr.

Lag time = 3.07 Min.
25% of lag time = 0.77 Min.
40% of lag time = 1.23 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]

18.63 0.55 10.25

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

18.63 1.30 24.22

STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 0.550(In)
Area Averaged 100-Year Rainfall = 1.300(In)

Point rain (area averaged) = 0.550(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 0.550(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

18.630 80.30 0.000
Total Area Entered = 18.63(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

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 0.083 162.871 36.151 6.788 2 0.167 325.743 46.052 8.646 3 0.250 488.614 10.486 1.969 4 0.333 651.486 4.490 0.843 5 0.417 814.357 2.821 0.530 Sum = 100.000 Sum= 18.776
-----------------------------------------------------------------------

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 3.40 0.224 ( 0.433) 0.202 0.022 2 0.17 4.70 0.310 ( 0.433) 0.279 0.031 3 0.25 4.70 0.310 ( 0.433) 0.279 0.031 4 0.33 5.10 0.337 ( 0.433) 0.303 0.034 5 0.42 5.80 0.383 ( 0.433) 0.344 0.038 6 0.50 5.90 0.389 ( 0.433) 0.350 0.039 7 0.58 7.10 0.469 ( 0.433) 0.422 0.047 8 0.67 8.70 0.574 0.433 ( 0.517) 0.141 9 0.75 13.20 0.871 0.433 ( 0.784) 0.438 10 0.83 29.70 1.960 0.433 ( 1.764) 1.527 11 0.92 7.70 0.508 0.433 ( 0.457) 0.075 12 1.00 4.00 0.264 ( 0.433) 0.238 0.026 (Loss Rate Not Used)
Sum = 100.0 Sum = 2.4 Flood volume = Effective rainfall 0.20(In)
times area 18.6(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft) Total soil loss = 0.35(In)
Total soil loss = 0.537(Ac.Ft)
Total rainfall = 0.55(In)
Flood volume = 13804.1 Cubic Feet
Total soil loss = 23384.4 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 14.725(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))

U n i t H y d r o g r a p h A n a l y s i s

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6407

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

--------------------------------------------------------------------- TRACT 31194 - GOLDEN MEADOWS HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION 'OVERALL' UNIT HYDROGRAPH - 2 YEAR 3 HOUR STORM HUNSAKER & ASSOCIATES, FEBRUARY 2019
BY: BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 18.63(Ac.) = 0.029 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 18.63(Ac.) = 0.029 Sq. Mi.

Length along longest watercourse = 1415.00(Ft.)
Length along longest watercourse measured to centroid = 500.00(Ft.) Length along longest watercourse = 0.268 Mi.

Length along longest watercourse measured to centroid = 0.095 Mi.

Difference in elevation = 191.00(Ft.)
Slope along watercourse = 712.7067 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.051 Hr.

Lag time = 3.07 Min.
25% of lag time = 0.77 Min.
40% of lag time = 1.23 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]

18.63 0.85 15.84

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

18.63 2.00 37.26

STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 0.850(In)
Area Averaged 100-Year Rainfall = 2.000(In)

Point rain (area averaged) = 0.850(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 0.850(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

18.630 80.30 0.000
Total Area Entered = 18.63(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

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 0.133 ( 0.433) 0.119 0.013 2 0.17 1.30 0.133 ( 0.433) 0.119 0.013 3 0.25 1.10 0.112 ( 0.433) 0.101 0.011 4 0.33 1.50 0.153 ( 0.433) 0.138 0.015 5 0.42 1.50 0.153 ( 0.433) 0.138 0.015 6 0.50 1.80 0.184 ( 0.433) 0.165 0.018 7 0.58 1.50 0.153 ( 0.433) 0.138 0.015 8 0.67 1.80 0.184 ( 0.433) 0.165 0.018 9 0.75 1.80 0.184 ( 0.433) 0.165 0.018 10 0.83 1.50 0.153 ( 0.433) 0.138 0.015 11 0.92 1.60 0.163 ( 0.433) 0.147 0.016 12 1.00 1.80 0.184 ( 0.433) 0.165 0.018 13 1.08 2.20 0.224 ( 0.433) 0.202 0.022 14 1.17 2.20 0.224 ( 0.433) 0.202 0.022 15 1.25 2.20 0.224 ( 0.433) 0.202 0.022 16 1.33 2.00 0.204 ( 0.433) 0.184 0.020 17 1.42 2.60 0.265 ( 0.433) 0.239 0.027 18 1.50 2.70 0.275 ( 0.433) 0.248 0.028 19 1.58 2.40 0.245 ( 0.433) 0.220 0.024 20 1.67 2.70 0.275 ( 0.433) 0.248 0.028 21 1.75 3.30 0.337 ( 0.433) 0.303 0.034 22 1.83 3.10 0.316 ( 0.433) 0.285 0.032 23 1.92 2.90 0.296 ( 0.433) 0.266 0.030 24 2.00 3.00 0.306 ( 0.433) 0.275 0.031 25 2.08 3.10 0.316 ( 0.433) 0.285 0.032 26 2.17 4.20 0.428 ( 0.433) 0.386 0.043 27 2.25 5.00 0.510 0.433 ( 0.459) 0.077 28 2.33 3.50 0.357 ( 0.433) 0.321 0.036 29 2.42 6.80 0.694 0.433 ( 0.624) 0.260 30 2.50 7.30 0.745 0.433 ( 0.670) 0.311 31 2.58 8.20 0.836 0.433 ( 0.753) 0.403 32 2.67 5.90 0.602 0.433 ( 0.542) 0.169 33 2.75 2.00 0.204 ( 0.433) 0.184 0.020 34 2.83 1.80 0.184 ( 0.433) 0.165 0.018 35 2.92 1.80 0.184 ( 0.433) 0.165 0.018 36 3.00 0.60 0.061 ( 0.433) 0.055 0.006 (Loss Rate Not Used)
Sum = 100.0 Sum = 1.9 Flood volume = Effective rainfall 0.16(In)
times area 18.6(Ac.)/[(In)/(Ft.)] = 0.2(Ac.Ft) Total soil loss = 0.69(In)
Total soil loss = 1.073(Ac.Ft)
Total rainfall = 0.85(In)
Flood volume = 10719.5 Cubic Feet
Total soil loss = 46758.7 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 6.017(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))

U n i t H y d r o g r a p h A n a l y s i s

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6407

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

--------------------------------------------------------------------- TRACT 31194 - GOLDEN MEADOWS HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION 'OVERALL' UNIT HYDROGRAPH - 2 YEAR 6 HOUR STORM HUNSAKER & ASSOCIATES, FEBRUARY 2019
BY: BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 18.63(Ac.) = 0.029 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 18.63(Ac.) = 0.029 Sq. Mi.

Length along longest watercourse = 1415.00(Ft.)
Length along longest watercourse measured to centroid = 500.00(Ft.) Length along longest watercourse = 0.268 Mi.

Length along longest watercourse measured to centroid = 0.095 Mi.

Difference in elevation = 191.00(Ft.)
Slope along watercourse = 712.7067 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.051 Hr.

Lag time = 3.07 Min.
25% of lag time = 0.77 Min.
40% of lag time = 1.23 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]

18.63 1.20 22.36

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

18.63 3.00 55.89

STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 1.200(In)
Area Averaged 100-Year Rainfall = 3.000(In)

Point rain (area averaged) = 1.200(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 1.200(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

18.630 80.30 0.000
Total Area Entered = 18.63(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

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 0.072 ( 0.433) 0.065 0.007 2 0.17 0.60 0.086 ( 0.433) 0.078 0.009 3 0.25 0.60 0.086 ( 0.433) 0.078 0.009 4 0.33 0.60 0.086 ( 0.433) 0.078 0.009 5 0.42 0.60 0.086 ( 0.433) 0.078 0.009 6 0.50 0.70 0.101 ( 0.433) 0.091 0.010 7 0.58 0.70 0.101 ( 0.433) 0.091 0.010 8 0.67 0.70 0.101 ( 0.433) 0.091 0.010 9 0.75 0.70 0.101 ( 0.433) 0.091 0.010 10 0.83 0.70 0.101 ( 0.433) 0.091 0.010 11 0.92 0.70 0.101 ( 0.433) 0.091 0.010 12 1.00 0.80 0.115 ( 0.433) 0.104 0.012 13 1.08 0.80 0.115 ( 0.433) 0.104 0.012 14 1.17 0.80 0.115 ( 0.433) 0.104 0.012 15 1.25 0.80 0.115 ( 0.433) 0.104 0.012 16 1.33 0.80 0.115 ( 0.433) 0.104 0.012 17 1.42 0.80 0.115 ( 0.433) 0.104 0.012 18 1.50 0.80 0.115 ( 0.433) 0.104 0.012 19 1.58 0.80 0.115 ( 0.433) 0.104 0.012 20 1.67 0.80 0.115 ( 0.433) 0.104 0.012 21 1.75 0.80 0.115 ( 0.433) 0.104 0.012 22 1.83 0.80 0.115 ( 0.433) 0.104 0.012 23 1.92 0.80 0.115 ( 0.433) 0.104 0.012 24 2.00 0.90 0.130 ( 0.433) 0.117 0.013 25 2.08 0.80 0.115 ( 0.433) 0.104 0.012 26 2.17 0.90 0.130 ( 0.433) 0.117 0.013 27 2.25 0.90 0.130 ( 0.433) 0.117 0.013 28 2.33 0.90 0.130 ( 0.433) 0.117 0.013 29 2.42 0.90 0.130 ( 0.433) 0.117 0.013 30 2.50 0.90 0.130 ( 0.433) 0.117 0.013 31 2.58 0.90 0.130 ( 0.433) 0.117 0.013 32 2.67 0.90 0.130 ( 0.433) 0.117 0.013 33 2.75 1.00 0.144 ( 0.433) 0.130 0.014 34 2.83 1.00 0.144 ( 0.433) 0.130 0.014 35 2.92 1.00 0.144 ( 0.433) 0.130 0.014 36 3.00 1.00 0.144 ( 0.433) 0.130 0.014 37 3.08 1.00 0.144 ( 0.433) 0.130 0.014 38 3.17 1.10 0.158 ( 0.433) 0.143 0.016 39 3.25 1.10 0.158 ( 0.433) 0.143 0.016 40 3.33 1.10 0.158 ( 0.433) 0.143 0.016 41 3.42 1.20 0.173 ( 0.433) 0.156 0.017 42 3.50 1.30 0.187 ( 0.433) 0.168 0.019 43 3.58 1.40 0.202 ( 0.433) 0.181 0.020 44 3.67 1.40 0.202 ( 0.433) 0.181 0.020 45 3.75 1.50 0.216 ( 0.433) 0.194 0.022 46 3.83 1.50 0.216 ( 0.433) 0.194 0.022 47 3.92 1.60 0.230 ( 0.433) 0.207 0.023 48 4.00 1.60 0.230 ( 0.433) 0.207 0.023 49 4.08 1.70 0.245 ( 0.433) 0.220 0.024 50 4.17 1.80 0.259 ( 0.433) 0.233 0.026 51 4.25 1.90 0.274 ( 0.433) 0.246 0.027 52 4.33 2.00 0.288 ( 0.433) 0.259 0.029 53 4.42 2.10 0.302 ( 0.433) 0.272 0.030 54 4.50 2.10 0.302 ( 0.433) 0.272 0.030 55 4.58 2.20 0.317 ( 0.433) 0.285 0.032 56 4.67 2.30 0.331 ( 0.433) 0.298 0.033 57 4.75 2.40 0.346 ( 0.433) 0.311 0.035 58 4.83 2.40 0.346 ( 0.433) 0.311 0.035 59 4.92 2.50 0.360 ( 0.433) 0.324 0.036 60 5.00 2.60 0.374 ( 0.433) 0.337 0.037 61 5.08 3.10 0.446 ( 0.433) 0.402 0.045 62 5.17 3.60 0.518 0.433 ( 0.467) 0.085 63 5.25 3.90 0.562 0.433 ( 0.505) 0.129 64 5.33 4.20 0.605 0.433 ( 0.544) 0.172 65 5.42 4.70 0.677 0.433 ( 0.609) 0.244 66 5.50 5.60 0.806 0.433 ( 0.726) 0.373 67 5.58 1.90 0.274 ( 0.433) 0.246 0.027 68 5.67 0.90 0.130 ( 0.433) 0.117 0.013 69 5.75 0.60 0.086 ( 0.433) 0.078 0.009 70 5.83 0.50 0.072 ( 0.433) 0.065 0.007 71 5.92 0.30 0.043 ( 0.433) 0.039 0.004 72 6.00 0.20 0.029 ( 0.433) 0.026 0.003 (Loss Rate Not Used)
Sum = 100.0 Sum = 2.1 Flood volume = Effective rainfall 0.18(In)
times area 18.6(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft) Total soil loss = 1.02(In)
Total soil loss = 1.588(Ac.Ft)
Total rainfall = 1.20(In)
Flood volume = 11979.0 Cubic Feet
Total soil loss = 69168.1 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 5.135(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 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.05 Q | | | | 0+10 0.0012 0.12 Q | | | | 0+15 0.0022 0.15 Q | | | | 0+20 0.0033 0.16 Q | | | | 0+25 0.0044 0.16 Q | | | | 0+30 0.0056 0.17 Q | | | | 0+35 0.0068 0.18 Q | | | | 0+40 0.0081 0.19 QV | | | | 0+45 0.0094 0.19 QV | | | | 0+50 0.0107 0.19 QV | | | | 0+55 0.0120 0.19 QV | | | | 1+ 0 0.0134 0.20 QV | | | | 1+ 5 0.0149 0.21 Q V | | | | 1+10 0.0163 0.21 Q V | | | | 1+15 0.0178 0.22 Q V | | | | 1+20 0.0193 0.22 Q V | | | | 1+25 0.0208 0.22 Q V | | | | 1+30 0.0223 0.22 Q V | | | | 1+35 0.0238 0.22 Q V | | | | 1+40 0.0253 0.22 Q V | | | | 1+45 0.0268 0.22 Q V | | | | 1+50 0.0283 0.22 Q V | | | | 1+55 0.0297 0.22 Q V | | | | 2+ 0 0.0313 0.23 Q V | | | | 2+ 5 0.0329 0.23 Q V | | | | 2+10 0.0345 0.23 Q V | | | | 2+15 0.0361 0.24 Q V | | | | 2+20 0.0378 0.24 Q V | | | | 2+25 0.0394 0.24 Q V | | | | 2+30 0.0411 0.24 Q V | | | | 2+35 0.0428 0.24 Q V | | | | 2+40 0.0445 0.24 Q V | | | | 2+45 0.0462 0.25 |Q V | | | | 2+50 0.0480 0.27 |Q V | | | | 2+55 0.0499 0.27 |Q V | | | | 3+ 0 0.0518 0.27 |Q V | | | | 3+ 5 0.0536 0.27 |Q V | | | | 3+10 0.0555 0.28 |Q V | | | | 3+15 0.0576 0.29 |Q V | | | | 3+20 0.0596 0.30 |Q V | | | | 3+25 0.0617 0.31 |Q V | | | | 3+30 0.0640 0.33 |Q V| | | | 3+35 0.0664 0.35 |Q V| | | | 3+40 0.0690 0.37 |Q V | | | 3+45 0.0716 0.39 |Q V | | | 3+50 0.0744 0.40 |Q V | | | 3+55 0.0772 0.41 |Q |V | | | 4+ 0 0.0802 0.43 |Q |V | | | 4+ 5 0.0832 0.44 |Q | V | | | 4+10 0.0864 0.46 |Q | V | | | 4+15 0.0898 0.49 |Q | V | | | 4+20 0.0933 0.52 | Q | V | | | 4+25 0.0971 0.54 | Q | V | | | 4+30 0.1009 0.56 | Q | V | | | 4+35 0.1049 0.58 | Q | V | | | 4+40 0.1090 0.60 | Q | V | | | 4+45 0.1133 0.63 | Q | V | | | 4+50 0.1178 0.64 | Q | V | | | 4+55 0.1223 0.66 | Q | V | | | 5+ 0 0.1270 0.68 | Q | V | | | 5+ 5 0.1321 0.75 | Q | V| | | 5+10 0.1396 1.09 | Q | V | | 5+15 0.1516 1.75 | Q | | V | | 5+20 0.1689 2.50 | Q | V | | 5+25 0.1929 3.49 | | Q | V | | 5+30 0.2283 5.13 | | Q | V | 5+35 0.2566 4.11 | | Q | | V | 5+40 0.2659 1.36 | Q | | | V | 5+45 0.2705 0.67 | Q | | | V| 5+50 0.2731 0.37 |Q | | | V| 5+55 0.2740 0.13 Q | | | V| 6+ 0 0.2746 0.09 Q | | | V| 6+ 5 0.2749 0.04 Q | | | V| 6+10 0.2750 0.01 Q | | | V| 6+15 0.2750 0.00 Q | | | V| 6+20 0.2750 0.00 Q | | | V -----------------------------------------------------------------------

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 11/08/21 File: EXC002242.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6406
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TRACT 31194 - GOLDEN MEADOWS HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION 'OVERALL' UNIT HYDROGRAPH - 2 YEAR HOUR STORM

HUNSAKER & ASSOCIATES,
BY: BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 18.63(Ac.) = 0.029 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 18.63(Ac.) = 0.029 Sq. Mi.

Length along longest watercourse = 1415.00(Ft.)
Length along longest watercourse measured to centroid = 500.00(Ft.) Length along longest watercourse = 0.268 Mi.

Length along longest watercourse measured to centroid = 0.095 Mi.

Difference in elevation = 191.00(Ft.)
Slope along watercourse = 712.7067 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.051 Hr.

Lag time = 3.07 Min.
25% of lag time = 0.77 Min.
40% of lag time = 1.23 Min.

Unit time = 15.00 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]

18.63 2.00 37.26
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

18.63 5.00 93.15
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 2.000(In)
Area Averaged 100-Year Rainfall = 5.000(In)
Point rain (area averaged) = 2.000(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 2.000(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

18.630 80.30 0.000
Total Area Entered = 18.63(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

80.3 63.4 0.433 0.000 0.433 1.000 0.433 Sum (F) = 0.433
Area averaged mean soil loss (F) (In/Hr) = 0.433
Minimum soil loss rate ((In/Hr)) = 0.217
(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 0.250 488.614 70.347 13.208 2 0.500 977.229 29.653 5.567 Sum = 100.000 Sum= 18.776
----------------------------------------------------------------------- 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 0.25 0.20 0.016 ( 0.765) 0.014 0.002 2 0.50 0.30 0.024 ( 0.756) 0.022 0.002 3 0.75 0.30 0.024 ( 0.747) 0.022 0.002 4 1.00 0.40 0.032 ( 0.738) 0.029 0.003 5 1.25 0.30 0.024 ( 0.730) 0.022 0.002 6 1.50 0.30 0.024 ( 0.721) 0.022 0.002 7 1.75 0.30 0.024 ( 0.712) 0.022 0.002 8 2.00 0.40 0.032 ( 0.704) 0.029 0.003 9 2.25 0.40 0.032 ( 0.695) 0.029 0.003 10 2.50 0.40 0.032 ( 0.687) 0.029 0.003 11 2.75 0.50 0.040 ( 0.678) 0.036 0.004 12 3.00 0.50 0.040 ( 0.670) 0.036 0.004 13 3.25 0.50 0.040 ( 0.662) 0.036 0.004 14 3.50 0.50 0.040 ( 0.653) 0.036 0.004 15 3.75 0.50 0.040 ( 0.645) 0.036 0.004 16 4.00 0.60 0.048 ( 0.637) 0.043 0.005 17 4.25 0.60 0.048 ( 0.629) 0.043 0.005 18 4.50 0.70 0.056 ( 0.621) 0.050 0.006 19 4.75 0.70 0.056 ( 0.613) 0.050 0.006 20 5.00 0.80 0.064 ( 0.605) 0.058 0.006 21 5.25 0.60 0.048 ( 0.597) 0.043 0.005 22 5.50 0.70 0.056 ( 0.590) 0.050 0.006 23 5.75 0.80 0.064 ( 0.582) 0.058 0.006 24 6.00 0.80 0.064 ( 0.574) 0.058 0.006 25 6.25 0.90 0.072 ( 0.567) 0.065 0.007 26 6.50 0.90 0.072 ( 0.559) 0.065 0.007 27 6.75 1.00 0.080 ( 0.552) 0.072 0.008 28 7.00 1.00 0.080 ( 0.544) 0.072 0.008 29 7.25 1.00 0.080 ( 0.537) 0.072 0.008 30 7.50 1.10 0.088 ( 0.529) 0.079 0.009 31 7.75 1.20 0.096 ( 0.522) 0.086 0.010 32 8.00 1.30 0.104 ( 0.515) 0.094 0.010 33 8.25 1.50 0.120 ( 0.508) 0.108 0.012 34 8.50 1.50 0.120 ( 0.501) 0.108 0.012 35 8.75 1.60 0.128 ( 0.494) 0.115 0.013 36 9.00 1.70 0.136 ( 0.487) 0.122 0.014 37 9.25 1.90 0.152 ( 0.480) 0.137 0.015 38 9.50 2.00 0.160 ( 0.473) 0.144 0.016 39 9.75 2.10 0.168 ( 0.466) 0.151 0.017 40 10.00 2.20 0.176 ( 0.460) 0.158 0.018 41 10.25 1.50 0.120 ( 0.453) 0.108 0.012 42 10.50 1.50 0.120 ( 0.446) 0.108 0.012 43 10.75 2.00 0.160 ( 0.440) 0.144 0.016 44 11.00 2.00 0.160 ( 0.433) 0.144 0.016 45 11.25 1.90 0.152 ( 0.427) 0.137 0.015 46 11.50 1.90 0.152 ( 0.421) 0.137 0.015 47 11.75 1.70 0.136 ( 0.414) 0.122 0.014 48 12.00 1.80 0.144 ( 0.408) 0.130 0.014 49 12.25 2.50 0.200 ( 0.402) 0.180 0.020 50 12.50 2.60 0.208 ( 0.396) 0.187 0.021 51 12.75 2.80 0.224 ( 0.390) 0.202 0.022 52 13.00 2.90 0.232 ( 0.384) 0.209 0.023 53 13.25 3.40 0.272 ( 0.379) 0.245 0.027 54 13.50 3.40 0.272 ( 0.373) 0.245 0.027 55 13.75 2.30 0.184 ( 0.367) 0.166 0.018 56 14.00 2.30 0.184 ( 0.362) 0.166 0.018 57 14.25 2.70 0.216 ( 0.356) 0.194 0.022 58 14.50 2.60 0.208 ( 0.351) 0.187 0.021 59 14.75 2.60 0.208 ( 0.345) 0.187 0.021 60 15.00 2.50 0.200 ( 0.340) 0.180 0.020 61 15.25 2.40 0.192 ( 0.335) 0.173 0.019 62 15.50 2.30 0.184 ( 0.330) 0.166 0.018 63 15.75 1.90 0.152 ( 0.325) 0.137 0.015 64 16.00 1.90 0.152 ( 0.320) 0.137 0.015 65 16.25 0.40 0.032 ( 0.315) 0.029 0.003 66 16.50 0.40 0.032 ( 0.310) 0.029 0.003 67 16.75 0.30 0.024 ( 0.305) 0.022 0.002 68 17.00 0.30 0.024 ( 0.301) 0.022 0.002 69 17.25 0.50 0.040 ( 0.296) 0.036 0.004 70 17.50 0.50 0.040 ( 0.292) 0.036 0.004 71 17.75 0.50 0.040 ( 0.287) 0.036 0.004 72 18.00 0.40 0.032 ( 0.283) 0.029 0.003 73 18.25 0.40 0.032 ( 0.279) 0.029 0.003 74 18.50 0.40 0.032 ( 0.275) 0.029 0.003 75 18.75 0.30 0.024 ( 0.271) 0.022 0.002 76 19.00 0.20 0.016 ( 0.267) 0.014 0.002 77 19.25 0.30 0.024 ( 0.263) 0.022 0.002 78 19.50 0.40 0.032 ( 0.260) 0.029 0.003 79 19.75 0.30 0.024 ( 0.256) 0.022 0.002 80 20.00 0.20 0.016 ( 0.253) 0.014 0.002 81 20.25 0.30 0.024 ( 0.249) 0.022 0.002 82 20.50 0.30 0.024 ( 0.246) 0.022 0.002 83 20.75 0.30 0.024 ( 0.243) 0.022 0.002 84 21.00 0.20 0.016 ( 0.240) 0.014 0.002 85 21.25 0.30 0.024 ( 0.237) 0.022 0.002 86 21.50 0.20 0.016 ( 0.234) 0.014 0.002 87 21.75 0.30 0.024 ( 0.232) 0.022 0.002 88 22.00 0.20 0.016 ( 0.229) 0.014 0.002 89 22.25 0.30 0.024 ( 0.227) 0.022 0.002 90 22.50 0.20 0.016 ( 0.225) 0.014 0.002 91 22.75 0.20 0.016 ( 0.223) 0.014 0.002 92 23.00 0.20 0.016 ( 0.221) 0.014 0.002 93 23.25 0.20 0.016 ( 0.220) 0.014 0.002 94 23.50 0.20 0.016 ( 0.218) 0.014 0.002 95 23.75 0.20 0.016 ( 0.217) 0.014 0.002 96 24.00 0.20 0.016 ( 0.217) 0.014 0.002 (Loss Rate Not Used)
Sum = 100.0 Sum = 0.8 Flood volume = Effective rainfall 0.20(In)
times area 18.6(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft) Total soil loss = 1.80(In)
Total soil loss = 2.794(Ac.Ft)
Total rainfall = 2.00(In)
Flood volume = 13524.9 Cubic Feet
Total soil loss = 121724.0 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.511(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 15 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0004 0.02 Q | | | | 0+30 0.0013 0.04 Q | | | | 0+45 0.0022 0.05 Q | | | | 1+ 0 0.0034 0.06 Q | | | | 1+15 0.0044 0.05 Q | | | | 1+30 0.0053 0.05 Q | | | | 1+45 0.0062 0.05 Q | | | | 2+ 0 0.0074 0.06 Q | | | | 2+15 0.0086 0.06 QV | | | | 2+30 0.0099 0.06 QV | | | | 2+45 0.0113 0.07 QV | | | | 3+ 0 0.0129 0.08 QV | | | | 3+15 0.0144 0.08 QV | | | | 3+30 0.0160 0.08 Q V | | | | 3+45 0.0175 0.08 Q V | | | | 4+ 0 0.0193 0.09 Q V | | | | 4+15 0.0212 0.09 Q V | | | | 4+30 0.0233 0.10 Q V | | | | 4+45 0.0254 0.11 Q V | | | | 5+ 0 0.0278 0.12 Q V | | | | 5+15 0.0299 0.10 Q V | | | | 5+30 0.0320 0.10 Q V | | | | 5+45 0.0343 0.12 Q V | | | | 6+ 0 0.0368 0.12 Q V | | | | 6+15 0.0395 0.13 Q V | | | | 6+30 0.0423 0.14 Q V | | | | 6+45 0.0453 0.15 Q V | | | | 7+ 0 0.0484 0.15 Q V | | | | 7+15 0.0516 0.15 Q V | | | | 7+30 0.0549 0.16 Q V | | | | 7+45 0.0585 0.18 Q V | | | | 8+ 0 0.0625 0.19 Q V | | | | 8+15 0.0669 0.22 Q V | | | | 8+30 0.0716 0.23 Q V| | | | 8+45 0.0765 0.24 Q V| | | | 9+ 0 0.0816 0.25 |Q V | | | 9+15 0.0874 0.28 |Q V | | | 9+30 0.0935 0.30 |Q | V | | | 9+45 0.0999 0.31 |Q | V | | | 10+ 0 0.1066 0.33 |Q | V | | | 10+15 0.1119 0.26 |Q | V | | | 10+30 0.1166 0.23 Q | V | | | 10+45 0.1224 0.28 |Q | V | | | 11+ 0 0.1286 0.30 |Q | V | | | 11+15 0.1346 0.29 |Q | V | | | 11+30 0.1405 0.29 |Q | V | | | 11+45 0.1459 0.26 |Q | V | | | 12+ 0 0.1514 0.27 |Q | V| | | 12+15 0.1585 0.34 |Q | V | | 12+30 0.1665 0.39 |Q | V | | 12+45 0.1750 0.41 |Q | | V | | 13+ 0 0.1839 0.43 |Q | | V | | 13+15 0.1940 0.49 |Q | | V | | 13+30 0.2046 0.51 | Q | | V | | 13+45 0.2127 0.39 |Q | | V | | 14+ 0 0.2199 0.35 |Q | | V | | 14+15 0.2279 0.39 |Q | | V| | 14+30 0.2361 0.40 |Q | | V | 14+45 0.2441 0.39 |Q | | V | 15+ 0 0.2520 0.38 |Q | | | V | 15+15 0.2595 0.37 |Q | | | V | 15+30 0.2668 0.35 |Q | | | V | 15+45 0.2730 0.30 |Q | | | V | 16+ 0 0.2789 0.29 |Q | | | V | 16+15 0.2816 0.13 Q | | | V | 16+30 0.2828 0.06 Q | | | V | 16+45 0.2838 0.05 Q | | | V | 17+ 0 0.2848 0.05 Q | | | V | 17+15 0.2861 0.07 Q | | | V | 17+30 0.2877 0.08 Q | | | V | 17+45 0.2892 0.08 Q | | | V | 18+ 0 0.2906 0.06 Q | | | V | 18+15 0.2918 0.06 Q | | | V | 18+30 0.2930 0.06 Q | | | V | 18+45 0.2941 0.05 Q | | | V | 19+ 0 0.2948 0.03 Q | | | V | 19+15 0.2956 0.04 Q | | | V | 19+30 0.2968 0.06 Q | | | V | 19+45 0.2978 0.05 Q | | | V | 20+ 0 0.2985 0.03 Q | | | V | 20+15 0.2993 0.04 Q | | | V | 20+30 0.3003 0.05 Q | | | V | 20+45 0.3012 0.05 Q | | | V | 21+ 0 0.3019 0.03 Q | | | V | 21+15 0.3028 0.04 Q | | | V| 21+30 0.3035 0.03 Q | | | V| 21+45 0.3043 0.04 Q | | | V| 22+ 0 0.3050 0.03 Q | | | V| 22+15 0.3059 0.04 Q | | | V| 22+30 0.3066 0.03 Q | | | V| 22+45 0.3072 0.03 Q | | | V| 23+ 0 0.3078 0.03 Q | | | V| 23+15 0.3084 0.03 Q | | | V| 23+30 0.3091 0.03 Q | | | V| 23+45 0.3097 0.03 Q | | | V| 24+ 0 0.3103 0.03 Q | | | V| 24+15 0.3105 0.01 Q | | | V ----------------------------------------------------------------------- Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
· Area ‘C’ – 10 Year - Pre-Development Condition – Unit Hydrograph

U n i t H y d r o g r a p h A n a l y s i s

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6407

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

--------------------------------------------------------------------- TRACT 31194 - GOLDEN MEADOWS HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION 'OVERALL' UNIT HYDROGRAPH - 10 YEAR 1 HOUR STORM HUNSAKER & ASSOCIATES, FEBRUARY 2019
BY: BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 18.63(Ac.) = 0.029 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 18.63(Ac.) = 0.029 Sq. Mi.

Length along longest watercourse = 1415.00(Ft.)
Length along longest watercourse measured to centroid = 500.00(Ft.) Length along longest watercourse = 0.268 Mi.

Length along longest watercourse measured to centroid = 0.095 Mi.

Difference in elevation = 191.00(Ft.)
Slope along watercourse = 712.7067 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.051 Hr.

Lag time = 3.07 Min.
25% of lag time = 0.77 Min.
40% of lag time = 1.23 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]

18.63 0.55 10.25

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

18.63 1.30 24.22

STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 0.550(In)
Area Averaged 100-Year Rainfall = 1.300(In)

Point rain (area averaged) = 0.859(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 0.858(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

18.630 80.30 0.000
Total Area Entered = 18.63(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

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 3.40 0.350 0.241 ( 0.315) 0.110 2 0.17 4.70 0.484 0.241 ( 0.436) 0.244 3 0.25 4.70 0.484 0.241 ( 0.436) 0.244 4 0.33 5.10 0.525 0.241 ( 0.473) 0.285 5 0.42 5.80 0.597 0.241 ( 0.538) 0.357 6 0.50 5.90 0.608 0.241 ( 0.547) 0.367 7 0.58 7.10 0.731 0.241 ( 0.658) 0.491 8 0.67 8.70 0.896 0.241 ( 0.807) 0.656 9 0.75 13.20 1.360 0.241 ( 1.224) 1.119 10 0.83 29.70 3.059 0.241 ( 2.753) 2.819 11 0.92 7.70 0.793 0.241 ( 0.714) 0.553 12 1.00 4.00 0.412 0.241 ( 0.371) 0.171 (Loss Rate Not Used)
Sum = 100.0 Sum = 7.4 Flood volume = Effective rainfall 0.62(In)
times area 18.6(Ac.)/[(In)/(Ft.)] = 1.0(Ac.Ft) Total soil loss = 0.24(In)
Total soil loss = 0.374(Ac.Ft)
Total rainfall = 0.86(In)
Flood volume = 41782.0 Cubic Feet
Total soil loss = 16269.7 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 31.156(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))

U n i t H y d r o g r a p h A n a l y s i s

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6407

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

--------------------------------------------------------------------- TRACT 31194 - GOLDEN MEADOWS HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION 'OVERALL' UNIT HYDROGRAPH - 10 YEAR 3 HOUR STORM HUNSAKER & ASSOCIATES, FEBRUARY 2019
BY: BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 18.63(Ac.) = 0.029 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 18.63(Ac.) = 0.029 Sq. Mi.

Length along longest watercourse = 1415.00(Ft.)
Length along longest watercourse measured to centroid = 500.00(Ft.) Length along longest watercourse = 0.268 Mi.

Length along longest watercourse measured to centroid = 0.095 Mi.

Difference in elevation = 191.00(Ft.)
Slope along watercourse = 712.7067 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.051 Hr.

Lag time = 3.07 Min.
25% of lag time = 0.77 Min.
40% of lag time = 1.23 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]

18.63 0.85 15.84

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

18.63 2.00 37.26

STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 0.850(In)
Area Averaged 100-Year Rainfall = 2.000(In)

Point rain (area averaged) = 1.323(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 1.323(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

18.630 80.30 0.000
Total Area Entered = 18.63(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

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 0.206 ( 0.241) 0.186 0.021 2 0.17 1.30 0.206 ( 0.241) 0.186 0.021 3 0.25 1.10 0.175 ( 0.241) 0.157 0.017 4 0.33 1.50 0.238 ( 0.241) 0.214 0.024 5 0.42 1.50 0.238 ( 0.241) 0.214 0.024 6 0.50 1.80 0.286 0.241 ( 0.257) 0.045 7 0.58 1.50 0.238 ( 0.241) 0.214 0.024 8 0.67 1.80 0.286 0.241 ( 0.257) 0.045 9 0.75 1.80 0.286 0.241 ( 0.257) 0.045 10 0.83 1.50 0.238 ( 0.241) 0.214 0.024 11 0.92 1.60 0.254 ( 0.241) 0.229 0.025 12 1.00 1.80 0.286 0.241 ( 0.257) 0.045 13 1.08 2.20 0.349 0.241 ( 0.314) 0.109 14 1.17 2.20 0.349 0.241 ( 0.314) 0.109 15 1.25 2.20 0.349 0.241 ( 0.314) 0.109 16 1.33 2.00 0.318 0.241 ( 0.286) 0.077 17 1.42 2.60 0.413 0.241 ( 0.372) 0.172 18 1.50 2.70 0.429 0.241 ( 0.386) 0.188 19 1.58 2.40 0.381 0.241 ( 0.343) 0.140 20 1.67 2.70 0.429 0.241 ( 0.386) 0.188 21 1.75 3.30 0.524 0.241 ( 0.472) 0.283 22 1.83 3.10 0.492 0.241 ( 0.443) 0.252 23 1.92 2.90 0.460 0.241 ( 0.414) 0.220 24 2.00 3.00 0.476 0.241 ( 0.429) 0.236 25 2.08 3.10 0.492 0.241 ( 0.443) 0.252 26 2.17 4.20 0.667 0.241 ( 0.600) 0.426 27 2.25 5.00 0.794 0.241 ( 0.714) 0.553 28 2.33 3.50 0.556 0.241 ( 0.500) 0.315 29 2.42 6.80 1.080 0.241 ( 0.972) 0.839 30 2.50 7.30 1.159 0.241 ( 1.043) 0.918 31 2.58 8.20 1.302 0.241 ( 1.172) 1.061 32 2.67 5.90 0.937 0.241 ( 0.843) 0.696 33 2.75 2.00 0.318 0.241 ( 0.286) 0.077 34 2.83 1.80 0.286 0.241 ( 0.257) 0.045 35 2.92 1.80 0.286 0.241 ( 0.257) 0.045 36 3.00 0.60 0.095 ( 0.241) 0.086 0.010 (Loss Rate Not Used)
Sum = 100.0 Sum = 7.7 Flood volume = Effective rainfall 0.64(In)
times area 18.6(Ac.)/[(In)/(Ft.)] = 1.0(Ac.Ft) Total soil loss = 0.68(In)
Total soil loss = 1.060(Ac.Ft)
Total rainfall = 1.32(In)
Flood volume = 43282.0 Cubic Feet
Total soil loss = 46189.1 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 17.364(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))

U n i t H y d r o g r a p h A n a l y s i s

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6407

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

--------------------------------------------------------------------- TRACT 31194 - GOLDEN MEADOWS HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION 'OVERALL' UNIT HYDROGRAPH - 10 YEAR 6 HOUR STORM HUNSAKER & ASSOCIATES, FEBRUARY 2019
BY: BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 18.63(Ac.) = 0.029 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 18.63(Ac.) = 0.029 Sq. Mi.

Length along longest watercourse = 1415.00(Ft.)
Length along longest watercourse measured to centroid = 500.00(Ft.) Length along longest watercourse = 0.268 Mi.

Length along longest watercourse measured to centroid = 0.095 Mi.

Difference in elevation = 191.00(Ft.)
Slope along watercourse = 712.7067 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.051 Hr.

Lag time = 3.07 Min.
25% of lag time = 0.77 Min.
40% of lag time = 1.23 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]

18.63 1.20 22.36

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

18.63 3.00 55.89

STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 1.200(In)
Area Averaged 100-Year Rainfall = 3.000(In)

Point rain (area averaged) = 1.941(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 1.940(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

18.630 80.30 0.000
Total Area Entered = 18.63(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

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 0.116 ( 0.241) 0.105 0.012 2 0.17 0.60 0.140 ( 0.241) 0.126 0.014 3 0.25 0.60 0.140 ( 0.241) 0.126 0.014 4 0.33 0.60 0.140 ( 0.241) 0.126 0.014 5 0.42 0.60 0.140 ( 0.241) 0.126 0.014 6 0.50 0.70 0.163 ( 0.241) 0.147 0.016 7 0.58 0.70 0.163 ( 0.241) 0.147 0.016 8 0.67 0.70 0.163 ( 0.241) 0.147 0.016 9 0.75 0.70 0.163 ( 0.241) 0.147 0.016 10 0.83 0.70 0.163 ( 0.241) 0.147 0.016 11 0.92 0.70 0.163 ( 0.241) 0.147 0.016 12 1.00 0.80 0.186 ( 0.241) 0.168 0.019 13 1.08 0.80 0.186 ( 0.241) 0.168 0.019 14 1.17 0.80 0.186 ( 0.241) 0.168 0.019 15 1.25 0.80 0.186 ( 0.241) 0.168 0.019 16 1.33 0.80 0.186 ( 0.241) 0.168 0.019 17 1.42 0.80 0.186 ( 0.241) 0.168 0.019 18 1.50 0.80 0.186 ( 0.241) 0.168 0.019 19 1.58 0.80 0.186 ( 0.241) 0.168 0.019 20 1.67 0.80 0.186 ( 0.241) 0.168 0.019 21 1.75 0.80 0.186 ( 0.241) 0.168 0.019 22 1.83 0.80 0.186 ( 0.241) 0.168 0.019 23 1.92 0.80 0.186 ( 0.241) 0.168 0.019 24 2.00 0.90 0.210 ( 0.241) 0.189 0.021 25 2.08 0.80 0.186 ( 0.241) 0.168 0.019 26 2.17 0.90 0.210 ( 0.241) 0.189 0.021 27 2.25 0.90 0.210 ( 0.241) 0.189 0.021 28 2.33 0.90 0.210 ( 0.241) 0.189 0.021 29 2.42 0.90 0.210 ( 0.241) 0.189 0.021 30 2.50 0.90 0.210 ( 0.241) 0.189 0.021 31 2.58 0.90 0.210 ( 0.241) 0.189 0.021 32 2.67 0.90 0.210 ( 0.241) 0.189 0.021 33 2.75 1.00 0.233 ( 0.241) 0.210 0.023 34 2.83 1.00 0.233 ( 0.241) 0.210 0.023 35 2.92 1.00 0.233 ( 0.241) 0.210 0.023 36 3.00 1.00 0.233 ( 0.241) 0.210 0.023 37 3.08 1.00 0.233 ( 0.241) 0.210 0.023 38 3.17 1.10 0.256 ( 0.241) 0.231 0.026 39 3.25 1.10 0.256 ( 0.241) 0.231 0.026 40 3.33 1.10 0.256 ( 0.241) 0.231 0.026 41 3.42 1.20 0.279 0.241 ( 0.251) 0.039 42 3.50 1.30 0.303 0.241 ( 0.272) 0.062 43 3.58 1.40 0.326 0.241 ( 0.293) 0.085 44 3.67 1.40 0.326 0.241 ( 0.293) 0.085 45 3.75 1.50 0.349 0.241 ( 0.314) 0.109 46 3.83 1.50 0.349 0.241 ( 0.314) 0.109 47 3.92 1.60 0.373 0.241 ( 0.335) 0.132 48 4.00 1.60 0.373 0.241 ( 0.335) 0.132 49 4.08 1.70 0.396 0.241 ( 0.356) 0.155 50 4.17 1.80 0.419 0.241 ( 0.377) 0.179 51 4.25 1.90 0.442 0.241 ( 0.398) 0.202 52 4.33 2.00 0.466 0.241 ( 0.419) 0.225 53 4.42 2.10 0.489 0.241 ( 0.440) 0.248 54 4.50 2.10 0.489 0.241 ( 0.440) 0.248 55 4.58 2.20 0.512 0.241 ( 0.461) 0.272 56 4.67 2.30 0.536 0.241 ( 0.482) 0.295 57 4.75 2.40 0.559 0.241 ( 0.503) 0.318 58 4.83 2.40 0.559 0.241 ( 0.503) 0.318 59 4.92 2.50 0.582 0.241 ( 0.524) 0.342 60 5.00 2.60 0.605 0.241 ( 0.545) 0.365 61 5.08 3.10 0.722 0.241 ( 0.650) 0.481 62 5.17 3.60 0.838 0.241 ( 0.754) 0.598 63 5.25 3.90 0.908 0.241 ( 0.817) 0.668 64 5.33 4.20 0.978 0.241 ( 0.880) 0.737 65 5.42 4.70 1.094 0.241 ( 0.985) 0.854 66 5.50 5.60 1.304 0.241 ( 1.174) 1.063 67 5.58 1.90 0.442 0.241 ( 0.398) 0.202 68 5.67 0.90 0.210 ( 0.241) 0.189 0.021 69 5.75 0.60 0.140 ( 0.241) 0.126 0.014 70 5.83 0.50 0.116 ( 0.241) 0.105 0.012 71 5.92 0.30 0.070 ( 0.241) 0.063 0.007 72 6.00 0.20 0.047 ( 0.241) 0.042 0.005 (Loss Rate Not Used)
Sum = 100.0 Sum = 9.3 Flood volume = Effective rainfall 0.78(In)
times area 18.6(Ac.)/[(In)/(Ft.)] = 1.2(Ac.Ft) Total soil loss = 1.16(In)
Total soil loss = 1.803(Ac.Ft)
Total rainfall = 1.94(In)
Flood volume = 52691.1 Cubic Feet
Total soil loss = 78532.8 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 16.940(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 0.0005 0.08 Q | | | | 0+10 0.0019 0.20 Q | | | | 0+15 0.0035 0.24 Q | | | | 0+20 0.0053 0.25 Q | | | | 0+25 0.0071 0.26 Q | | | | 0+30 0.0090 0.28 Q | | | | 0+35 0.0110 0.30 Q | | | | 0+40 0.0131 0.30 Q | | | | 0+45 0.0152 0.30 Q | | | | 0+50 0.0173 0.31 Q | | | | 0+55 0.0195 0.31 Q | | | | 1+ 0 0.0217 0.32 Q | | | | 1+ 5 0.0240 0.34 Q | | | | 1+10 0.0264 0.35 Q | | | | 1+15 0.0288 0.35 Q | | | | 1+20 0.0312 0.35 QV | | | | 1+25 0.0336 0.35 QV | | | | 1+30 0.0360 0.35 QV | | | | 1+35 0.0385 0.35 QV | | | | 1+40 0.0409 0.35 QV | | | | 1+45 0.0433 0.35 QV | | | | 1+50 0.0457 0.35 QV | | | | 1+55 0.0481 0.35 QV | | | | 2+ 0 0.0506 0.37 QV | | | | 2+ 5 0.0532 0.37 QV | | | | 2+10 0.0557 0.37 QV | | | | 2+15 0.0584 0.39 QV | | | | 2+20 0.0611 0.39 Q V | | | | 2+25 0.0638 0.39 Q V | | | | 2+30 0.0665 0.39 Q V | | | | 2+35 0.0692 0.39 Q V | | | | 2+40 0.0719 0.39 Q V | | | | 2+45 0.0747 0.41 Q V | | | | 2+50 0.0777 0.43 Q V | | | | 2+55 0.0807 0.43 Q V | | | | 3+ 0 0.0837 0.44 Q V | | | | 3+ 5 0.0867 0.44 Q V | | | | 3+10 0.0898 0.45 Q V | | | | 3+15 0.0931 0.47 Q V | | | | 3+20 0.0964 0.48 Q V | | | | 3+25 0.1003 0.57 |Q V | | | | 3+30 0.1061 0.84 |Q V | | | | 3+35 0.1146 1.23 | QV | | | | 3+40 0.1248 1.49 | Q V | | | | 3+45 0.1367 1.72 | QV | | | | 3+50 0.1501 1.95 | QV | | | | 3+55 0.1650 2.17 | QV | | | | 4+ 0 0.1815 2.39 | Q V | | | | 4+ 5 0.1994 2.61 | QV | | | | 4+10 0.2200 2.98 | Q V | | | | 4+15 0.2434 3.40 | Q V | | | | 4+20 0.2698 3.83 | QV | | | | 4+25 0.2991 4.26 | QV| | | | 4+30 0.3304 4.54 | QV | | | 4+35 0.3634 4.78 | Q| V | | | 4+40 0.3990 5.17 | Q V | | | 4+45 0.4375 5.59 | |Q V | | | 4+50 0.4778 5.86 | |Q V | | | 4+55 0.5198 6.09 | | Q V | | | 5+ 0 0.5644 6.48 | | Q V | | | 5+ 5 0.6163 7.53 | | Q V | | 5+10 0.6810 9.40 | | Q | V | | 5+15 0.7578 11.14 | | | Q V | | 5+20 0.8442 12.56 | | | Q V | | 5+25 0.9424 14.25 | | | Q |V | 5+30 1.0591 16.94 | | | | Q V | 5+35 1.1502 13.23 | | | Q | V | 5+40 1.1852 5.09 | Q | | V| 5+45 1.1992 2.02 | Q | | | V| 5+50 1.2059 0.98 |Q | | | V| 5+55 1.2080 0.30 Q | | | V| 6+ 0 1.2089 0.14 Q | | | V| 6+ 5 1.2094 0.07 Q | | | V| 6+10 1.2096 0.02 Q | | | V| 6+15 1.2096 0.01 Q | | | V| 6+20 1.2096 0.00 Q | | | V| -----------------------------------------------------------------------

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 11/08/21 File: EXC0102410.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6406
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TRACT 31194 - GOLDEN MEADOWS HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION 'OVERALL' UNIT HYDROGRAPH - 10 YEAR HOUR STORM

HUNSAKER & ASSOCIATES,
BY: BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 18.63(Ac.) = 0.029 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 18.63(Ac.) = 0.029 Sq. Mi.

Length along longest watercourse = 1415.00(Ft.)
Length along longest watercourse measured to centroid = 500.00(Ft.) Length along longest watercourse = 0.268 Mi.

Length along longest watercourse measured to centroid = 0.095 Mi.

Difference in elevation = 191.00(Ft.)
Slope along watercourse = 712.7067 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.051 Hr.

Lag time = 3.07 Min.
25% of lag time = 0.77 Min.
40% of lag time = 1.23 Min.

Unit time = 15.00 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]

18.63 2.00 37.26
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

18.63 5.00 93.15
STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 2.000(In)
Area Averaged 100-Year Rainfall = 5.000(In)
Point rain (area averaged) = 3.234(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 3.234(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

18.630 80.30 0.000
Total Area Entered = 18.63(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

80.3 80.3 0.241 0.000 0.241 1.000 0.241 Sum (F) = 0.241
Area averaged mean soil loss (F) (In/Hr) = 0.241
Minimum soil loss rate ((In/Hr)) = 0.120
(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 0.250 488.614 70.347 13.208 2 0.500 977.229 29.653 5.567 Sum = 100.000 Sum= 18.776
----------------------------------------------------------------------- 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 0.25 0.20 0.026 ( 0.425) 0.023 0.003 2 0.50 0.30 0.039 ( 0.420) 0.035 0.004 3 0.75 0.30 0.039 ( 0.415) 0.035 0.004 4 1.00 0.40 0.052 ( 0.410) 0.047 0.005 5 1.25 0.30 0.039 ( 0.405) 0.035 0.004 6 1.50 0.30 0.039 ( 0.400) 0.035 0.004 7 1.75 0.30 0.039 ( 0.396) 0.035 0.004 8 2.00 0.40 0.052 ( 0.391) 0.047 0.005 9 2.25 0.40 0.052 ( 0.386) 0.047 0.005 10 2.50 0.40 0.052 ( 0.382) 0.047 0.005 11 2.75 0.50 0.065 ( 0.377) 0.058 0.006 12 3.00 0.50 0.065 ( 0.372) 0.058 0.006 13 3.25 0.50 0.065 ( 0.368) 0.058 0.006 14 3.50 0.50 0.065 ( 0.363) 0.058 0.006 15 3.75 0.50 0.065 ( 0.358) 0.058 0.006 16 4.00 0.60 0.078 ( 0.354) 0.070 0.008 17 4.25 0.60 0.078 ( 0.349) 0.070 0.008 18 4.50 0.70 0.091 ( 0.345) 0.081 0.009 19 4.75 0.70 0.091 ( 0.341) 0.081 0.009 20 5.00 0.80 0.103 ( 0.336) 0.093 0.010 21 5.25 0.60 0.078 ( 0.332) 0.070 0.008 22 5.50 0.70 0.091 ( 0.328) 0.081 0.009 23 5.75 0.80 0.103 ( 0.323) 0.093 0.010 24 6.00 0.80 0.103 ( 0.319) 0.093 0.010 25 6.25 0.90 0.116 ( 0.315) 0.105 0.012 26 6.50 0.90 0.116 ( 0.311) 0.105 0.012 27 6.75 1.00 0.129 ( 0.306) 0.116 0.013 28 7.00 1.00 0.129 ( 0.302) 0.116 0.013 29 7.25 1.00 0.129 ( 0.298) 0.116 0.013 30 7.50 1.10 0.142 ( 0.294) 0.128 0.014 31 7.75 1.20 0.155 ( 0.290) 0.140 0.016 32 8.00 1.30 0.168 ( 0.286) 0.151 0.017 33 8.25 1.50 0.194 ( 0.282) 0.175 0.019 34 8.50 1.50 0.194 ( 0.278) 0.175 0.019 35 8.75 1.60 0.207 ( 0.274) 0.186 0.021 36 9.00 1.70 0.220 ( 0.270) 0.198 0.022 37 9.25 1.90 0.246 ( 0.267) 0.221 0.025 38 9.50 2.00 0.259 ( 0.263) 0.233 0.026 39 9.75 2.10 0.272 ( 0.259) 0.244 0.027 40 10.00 2.20 0.285 0.255 ( 0.256) 0.029 41 10.25 1.50 0.194 ( 0.252) 0.175 0.019 42 10.50 1.50 0.194 ( 0.248) 0.175 0.019 43 10.75 2.00 0.259 ( 0.244) 0.233 0.026 44 11.00 2.00 0.259 ( 0.241) 0.233 0.026 45 11.25 1.90 0.246 ( 0.237) 0.221 0.025 46 11.50 1.90 0.246 ( 0.234) 0.221 0.025 47 11.75 1.70 0.220 ( 0.230) 0.198 0.022 48 12.00 1.80 0.233 ( 0.227) 0.210 0.023 49 12.25 2.50 0.323 0.223 ( 0.291) 0.100 50 12.50 2.60 0.336 0.220 ( 0.303) 0.116 51 12.75 2.80 0.362 0.217 ( 0.326) 0.145 52 13.00 2.90 0.375 0.214 ( 0.338) 0.162 53 13.25 3.40 0.440 0.210 ( 0.396) 0.230 54 13.50 3.40 0.440 0.207 ( 0.396) 0.233 55 13.75 2.30 0.298 0.204 ( 0.268) 0.094 56 14.00 2.30 0.298 0.201 ( 0.268) 0.097 57 14.25 2.70 0.349 0.198 ( 0.314) 0.151 58 14.50 2.60 0.336 0.195 ( 0.303) 0.142 59 14.75 2.60 0.336 0.192 ( 0.303) 0.145 60 15.00 2.50 0.323 0.189 ( 0.291) 0.135 61 15.25 2.40 0.310 0.186 ( 0.279) 0.124 62 15.50 2.30 0.298 0.183 ( 0.268) 0.114 63 15.75 1.90 0.246 0.180 ( 0.221) 0.065 64 16.00 1.90 0.246 0.178 ( 0.221) 0.068 65 16.25 0.40 0.052 ( 0.175) 0.047 0.005 66 16.50 0.40 0.052 ( 0.172) 0.047 0.005 67 16.75 0.30 0.039 ( 0.170) 0.035 0.004 68 17.00 0.30 0.039 ( 0.167) 0.035 0.004 69 17.25 0.50 0.065 ( 0.165) 0.058 0.006 70 17.50 0.50 0.065 ( 0.162) 0.058 0.006 71 17.75 0.50 0.065 ( 0.160) 0.058 0.006 72 18.00 0.40 0.052 ( 0.157) 0.047 0.005 73 18.25 0.40 0.052 ( 0.155) 0.047 0.005 74 18.50 0.40 0.052 ( 0.153) 0.047 0.005 75 18.75 0.30 0.039 ( 0.150) 0.035 0.004 76 19.00 0.20 0.026 ( 0.148) 0.023 0.003 77 19.25 0.30 0.039 ( 0.146) 0.035 0.004 78 19.50 0.40 0.052 ( 0.144) 0.047 0.005 79 19.75 0.30 0.039 ( 0.142) 0.035 0.004 80 20.00 0.20 0.026 ( 0.140) 0.023 0.003 81 20.25 0.30 0.039 ( 0.138) 0.035 0.004 82 20.50 0.30 0.039 ( 0.137) 0.035 0.004 83 20.75 0.30 0.039 ( 0.135) 0.035 0.004 84 21.00 0.20 0.026 ( 0.133) 0.023 0.003 85 21.25 0.30 0.039 ( 0.132) 0.035 0.004 86 21.50 0.20 0.026 ( 0.130) 0.023 0.003 87 21.75 0.30 0.039 ( 0.129) 0.035 0.004 88 22.00 0.20 0.026 ( 0.127) 0.023 0.003 89 22.25 0.30 0.039 ( 0.126) 0.035 0.004 90 22.50 0.20 0.026 ( 0.125) 0.023 0.003 91 22.75 0.20 0.026 ( 0.124) 0.023 0.003 92 23.00 0.20 0.026 ( 0.123) 0.023 0.003 93 23.25 0.20 0.026 ( 0.122) 0.023 0.003 94 23.50 0.20 0.026 ( 0.121) 0.023 0.003 95 23.75 0.20 0.026 ( 0.121) 0.023 0.003 96 24.00 0.20 0.026 ( 0.120) 0.023 0.003 (Loss Rate Not Used)
Sum = 100.0 Sum = 2.9 Flood volume = Effective rainfall 0.72(In)
times area 18.6(Ac.)/[(In)/(Ft.)] = 1.1(Ac.Ft) Total soil loss = 2.51(In)
Total soil loss = 3.902(Ac.Ft)
Total rainfall = 3.23(In)
Flood volume = 48746.6 Cubic Feet
Total soil loss = 169966.0 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 4.354(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 15 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0007 0.03 Q | | | | 0+30 0.0021 0.07 Q | | | | 0+45 0.0036 0.07 Q | | | | 1+ 0 0.0054 0.09 Q | | | | 1+15 0.0071 0.08 Q | | | | 1+30 0.0086 0.07 Q | | | | 1+45 0.0101 0.07 Q | | | | 2+ 0 0.0120 0.09 Q | | | | 2+15 0.0140 0.10 Q | | | | 2+30 0.0160 0.10 Q | | | | 2+45 0.0183 0.11 Q | | | | 3+ 0 0.0208 0.12 Q | | | | 3+15 0.0234 0.12 Q | | | | 3+30 0.0259 0.12 Q | | | | 3+45 0.0284 0.12 QV | | | | 4+ 0 0.0312 0.14 QV | | | | 4+15 0.0343 0.15 QV | | | | 4+30 0.0376 0.16 QV | | | | 4+45 0.0411 0.17 QV | | | | 5+ 0 0.0450 0.19 QV | | | | 5+15 0.0483 0.16 QV | | | | 5+30 0.0517 0.16 QV | | | | 5+45 0.0555 0.19 QV | | | | 6+ 0 0.0596 0.19 Q V | | | | 6+15 0.0639 0.21 Q V | | | | 6+30 0.0685 0.22 Q V | | | | 6+45 0.0733 0.24 Q V | | | | 7+ 0 0.0783 0.24 Q V | | | | 7+15 0.0834 0.24 Q V | | | | 7+30 0.0887 0.26 |Q V | | | | 7+45 0.0946 0.28 |Q V | | | | 8+ 0 0.1010 0.31 |Q V | | | | 8+15 0.1082 0.35 |Q V | | | | 8+30 0.1158 0.36 |Q V | | | | 8+45 0.1236 0.38 |Q V | | | | 9+ 0 0.1320 0.41 |Q V | | | | 9+15 0.1413 0.45 |Q V | | | | 9+30 0.1512 0.48 |Q V | | | | 9+45 0.1616 0.50 | Q V | | | | 10+ 0 0.1727 0.54 | Q V | | | | 10+15 0.1814 0.42 |Q V | | | | 10+30 0.1889 0.36 |Q V | | | | 10+45 0.1982 0.45 |Q V | | | | 11+ 0 0.2082 0.49 |Q V | | | | 11+15 0.2179 0.47 |Q V | | | | 11+30 0.2275 0.46 |Q V | | | | 11+45 0.2363 0.43 |Q V | | | | 12+ 0 0.2452 0.43 |Q V | | | | 12+15 0.2752 1.45 | Q V| | | | 12+30 0.3184 2.09 | Q V | | | 12+45 0.3715 2.57 | Q V | | | 13+ 0 0.4324 2.95 | |Q V | | | 13+15 0.5136 3.93 | | Q V | | | 13+30 0.6036 4.35 | | Q V | | 13+45 0.6559 2.53 | Q | V | | 14+ 0 0.6931 1.80 | Q | | V | | 14+15 0.7456 2.54 | Q | V | | 14+30 0.8017 2.71 | Q | V | | 14+45 0.8574 2.70 | Q | V | 15+ 0 0.9108 2.58 | Q | | V | 15+15 0.9603 2.39 | Q| | | V | 15+30 1.0058 2.21 | Q | | | V | 15+45 1.0369 1.50 | Q | | | V | 16+ 0 1.0630 1.27 | Q | | | V | 16+15 1.0723 0.45 |Q | | | V | 16+30 1.0743 0.10 Q | | | V | 16+45 1.0759 0.08 Q | | | V | 17+ 0 1.0774 0.07 Q | | | V | 17+15 1.0797 0.11 Q | | | V | 17+30 1.0822 0.12 Q | | | V | 17+45 1.0847 0.12 Q | | | V | 18+ 0 1.0868 0.10 Q | | | V | 18+15 1.0888 0.10 Q | | | V | 18+30 1.0909 0.10 Q | | | V | 18+45 1.0925 0.08 Q | | | V| 19+ 0 1.0937 0.06 Q | | | V| 19+15 1.0950 0.07 Q | | | V| 19+30 1.0969 0.09 Q | | | V| 19+45 1.0985 0.08 Q | | | V| 20+ 0 1.0997 0.06 Q | | | V| 20+15 1.1010 0.07 Q | | | V| 20+30 1.1026 0.07 Q | | | V| 20+45 1.1041 0.07 Q | | | V| 21+ 0 1.1052 0.06 Q | | | V| 21+15 1.1066 0.07 Q | | | V| 21+30 1.1077 0.06 Q | | | V| 21+45 1.1091 0.07 Q | | | V| 22+ 0 1.1102 0.06 Q | | | V| 22+15 1.1116 0.07 Q | | | V| 22+30 1.1127 0.06 Q | | | V| 22+45 1.1137 0.05 Q | | | V| 23+ 0 1.1148 0.05 Q | | | V| 23+15 1.1158 0.05 Q | | | V| 23+30 1.1168 0.05 Q | | | V| 23+45 1.1178 0.05 Q | | | V| 24+ 0 1.1188 0.05 Q | | | V| 24+15 1.1191 0.01 Q | | | V ----------------------------------------------------------------------- Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
· Area ‘C’ – 100 Year - Pre-Development Condition – Unit Hydrograph

U n i t H y d r o g r a p h A n a l y s i s

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6407

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

--------------------------------------------------------------------- TRACT 31194 - GOLDEN MEADOWS HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION 'OVERALL' UNIT HYDROGRAPH - 100 YEAR 1 HOUR STORM HUNSAKER & ASSOCIATES, FEBRUARY 2019
BY: BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 18.63(Ac.) = 0.029 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 18.63(Ac.) = 0.029 Sq. Mi.

Length along longest watercourse = 1415.00(Ft.)
Length along longest watercourse measured to centroid = 500.00(Ft.) Length along longest watercourse = 0.268 Mi.

Length along longest watercourse measured to centroid = 0.095 Mi.

Difference in elevation = 191.00(Ft.)
Slope along watercourse = 712.7067 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.051 Hr.

Lag time = 3.07 Min.
25% of lag time = 0.77 Min.
40% of lag time = 1.23 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]

18.63 0.55 10.25

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

18.63 1.30 24.22

STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.550(In)
Area Averaged 100-Year Rainfall = 1.300(In)

Point rain (area averaged) = 1.300(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 1.300(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

18.630 80.30 0.000
Total Area Entered = 18.63(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

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 3.40 0.530 0.115 ( 0.477) 0.416 2 0.17 4.70 0.733 0.115 ( 0.660) 0.618 3 0.25 4.70 0.733 0.115 ( 0.660) 0.618 4 0.33 5.10 0.795 0.115 ( 0.716) 0.681 5 0.42 5.80 0.905 0.115 ( 0.814) 0.790 6 0.50 5.90 0.920 0.115 ( 0.828) 0.806 7 0.58 7.10 1.107 0.115 ( 0.997) 0.993 8 0.67 8.70 1.357 0.115 ( 1.221) 1.242 9 0.75 13.20 2.059 0.115 ( 1.853) 1.944 10 0.83 29.70 4.632 0.115 ( 4.169) 4.518 11 0.92 7.70 1.201 0.115 ( 1.081) 1.086 12 1.00 4.00 0.624 0.115 ( 0.562) 0.509 (Loss Rate Not Used)
Sum = 100.0 Sum = 14.2 Flood volume = Effective rainfall 1.19(In)
times area 18.6(Ac.)/[(In)/(Ft.)] = 1.8(Ac.Ft) Total soil loss = 0.11(In)
Total soil loss = 0.178(Ac.Ft)
Total rainfall = 1.30(In)
Flood volume = 80146.0 Cubic Feet
Total soil loss = 7754.1 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 51.864(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 15.0 30.0 45.0 60.0 ----------------------------------------------------------------------- 0+ 5 0.0194 2.82 VQ | | | | 0+10 0.0731 7.80 |V Q | | | | 0+15 0.1445 10.37 | V Q | | | | 0+20 0.2240 11.54 | V Q | | | | 0+25 0.3150 13.21 | V Q | | | | 0+30 0.4149 14.50 | Q| | | | 0+35 0.5262 16.17 | QV | | | 0+40 0.6615 19.64 | | QV | | | 0+45 0.8475 27.00 | | Q | | | 0+50 1.2001 51.21 | | | V | Q | 0+55 1.5573 51.86 | | | | VQ | 1+ 0 1.7230 24.05 | | Q | | V | 1+ 5 1.8014 11.39 | Q | | | V| 1+10 1.8311 4.31 | Q | | | V| 1+15 1.8380 1.01 Q | | | V| 1+20 1.8399 0.27 Q | | | V| -----------------------------------------------------------------------

U n i t H y d r o g r a p h A n a l y s i s

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6407

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

--------------------------------------------------------------------- TRACT 31194 - GOLDEN MEADOWS HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION 'OVERALL' UNIT HYDROGRAPH - 100 YEAR 3 HOUR STORM HUNSAKER & ASSOCIATES, FEBRUARY 2019
BY: BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 18.63(Ac.) = 0.029 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 18.63(Ac.) = 0.029 Sq. Mi.

Length along longest watercourse = 1415.00(Ft.)
Length along longest watercourse measured to centroid = 500.00(Ft.) Length along longest watercourse = 0.268 Mi.

Length along longest watercourse measured to centroid = 0.095 Mi.

Difference in elevation = 191.00(Ft.)
Slope along watercourse = 712.7067 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.051 Hr.

Lag time = 3.07 Min.
25% of lag time = 0.77 Min.
40% of lag time = 1.23 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]

18.63 0.85 15.84

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

18.63 2.00 37.26

STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.850(In)
Area Averaged 100-Year Rainfall = 2.000(In)

Point rain (area averaged) = 2.000(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 2.000(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

18.630 80.30 0.000
Total Area Entered = 18.63(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

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 0.312 0.115 ( 0.281) 0.197 2 0.17 1.30 0.312 0.115 ( 0.281) 0.197 3 0.25 1.10 0.264 0.115 ( 0.238) 0.149 4 0.33 1.50 0.360 0.115 ( 0.324) 0.245 5 0.42 1.50 0.360 0.115 ( 0.324) 0.245 6 0.50 1.80 0.432 0.115 ( 0.389) 0.317 7 0.58 1.50 0.360 0.115 ( 0.324) 0.245 8 0.67 1.80 0.432 0.115 ( 0.389) 0.317 9 0.75 1.80 0.432 0.115 ( 0.389) 0.317 10 0.83 1.50 0.360 0.115 ( 0.324) 0.245 11 0.92 1.60 0.384 0.115 ( 0.346) 0.269 12 1.00 1.80 0.432 0.115 ( 0.389) 0.317 13 1.08 2.20 0.528 0.115 ( 0.475) 0.413 14 1.17 2.20 0.528 0.115 ( 0.475) 0.413 15 1.25 2.20 0.528 0.115 ( 0.475) 0.413 16 1.33 2.00 0.480 0.115 ( 0.432) 0.365 17 1.42 2.60 0.624 0.115 ( 0.562) 0.509 18 1.50 2.70 0.648 0.115 ( 0.583) 0.533 19 1.58 2.40 0.576 0.115 ( 0.518) 0.461 20 1.67 2.70 0.648 0.115 ( 0.583) 0.533 21 1.75 3.30 0.792 0.115 ( 0.713) 0.677 22 1.83 3.10 0.744 0.115 ( 0.670) 0.629 23 1.92 2.90 0.696 0.115 ( 0.626) 0.581 24 2.00 3.00 0.720 0.115 ( 0.648) 0.605 25 2.08 3.10 0.744 0.115 ( 0.670) 0.629 26 2.17 4.20 1.008 0.115 ( 0.907) 0.893 27 2.25 5.00 1.200 0.115 ( 1.080) 1.085 28 2.33 3.50 0.840 0.115 ( 0.756) 0.725 29 2.42 6.80 1.632 0.115 ( 1.469) 1.517 30 2.50 7.30 1.752 0.115 ( 1.577) 1.637 31 2.58 8.20 1.968 0.115 ( 1.771) 1.853 32 2.67 5.90 1.416 0.115 ( 1.274) 1.301 33 2.75 2.00 0.480 0.115 ( 0.432) 0.365 34 2.83 1.80 0.432 0.115 ( 0.389) 0.317 35 2.92 1.80 0.432 0.115 ( 0.389) 0.317 36 3.00 0.60 0.144 0.115 ( 0.130) 0.029 (Loss Rate Not Used)
Sum = 100.0 Sum = 19.9 Flood volume = Effective rainfall 1.66(In)
times area 18.6(Ac.)/[(In)/(Ft.)] = 2.6(Ac.Ft) Total soil loss = 0.34(In)
Total soil loss = 0.534(Ac.Ft)
Total rainfall = 2.00(In)
Flood volume = 111980.5 Cubic Feet
Total soil loss = 23262.3 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 30.924(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))

U n i t H y d r o g r a p h A n a l y s i s

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6407

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

--------------------------------------------------------------------- TRACT 31194 - GOLDEN MEADOWS HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION 'OVERALL' UNIT HYDROGRAPH - 100 YEAR 6 HOUR STORM HUNSAKER & ASSOCIATES, FEBRUARY 2019
BY: BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 18.63(Ac.) = 0.029 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 18.63(Ac.) = 0.029 Sq. Mi.

Length along longest watercourse = 1415.00(Ft.)
Length along longest watercourse measured to centroid = 500.00(Ft.) Length along longest watercourse = 0.268 Mi.

Length along longest watercourse measured to centroid = 0.095 Mi.

Difference in elevation = 191.00(Ft.)
Slope along watercourse = 712.7067 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.051 Hr.

Lag time = 3.07 Min.
25% of lag time = 0.77 Min.
40% of lag time = 1.23 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]

18.63 1.20 22.36

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

18.63 3.00 55.89

STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.200(In)
Area Averaged 100-Year Rainfall = 3.000(In)

Point rain (area averaged) = 3.000(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 3.000(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

18.630 80.30 0.000
Total Area Entered = 18.63(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

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 0.180 0.115 ( 0.162) 0.065 2 0.17 0.60 0.216 0.115 ( 0.194) 0.101 3 0.25 0.60 0.216 0.115 ( 0.194) 0.101 4 0.33 0.60 0.216 0.115 ( 0.194) 0.101 5 0.42 0.60 0.216 0.115 ( 0.194) 0.101 6 0.50 0.70 0.252 0.115 ( 0.227) 0.137 7 0.58 0.70 0.252 0.115 ( 0.227) 0.137 8 0.67 0.70 0.252 0.115 ( 0.227) 0.137 9 0.75 0.70 0.252 0.115 ( 0.227) 0.137 10 0.83 0.70 0.252 0.115 ( 0.227) 0.137 11 0.92 0.70 0.252 0.115 ( 0.227) 0.137 12 1.00 0.80 0.288 0.115 ( 0.259) 0.173 13 1.08 0.80 0.288 0.115 ( 0.259) 0.173 14 1.17 0.80 0.288 0.115 ( 0.259) 0.173 15 1.25 0.80 0.288 0.115 ( 0.259) 0.173 16 1.33 0.80 0.288 0.115 ( 0.259) 0.173 17 1.42 0.80 0.288 0.115 ( 0.259) 0.173 18 1.50 0.80 0.288 0.115 ( 0.259) 0.173 19 1.58 0.80 0.288 0.115 ( 0.259) 0.173 20 1.67 0.80 0.288 0.115 ( 0.259) 0.173 21 1.75 0.80 0.288 0.115 ( 0.259) 0.173 22 1.83 0.80 0.288 0.115 ( 0.259) 0.173 23 1.92 0.80 0.288 0.115 ( 0.259) 0.173 24 2.00 0.90 0.324 0.115 ( 0.292) 0.209 25 2.08 0.80 0.288 0.115 ( 0.259) 0.173 26 2.17 0.90 0.324 0.115 ( 0.292) 0.209 27 2.25 0.90 0.324 0.115 ( 0.292) 0.209 28 2.33 0.90 0.324 0.115 ( 0.292) 0.209 29 2.42 0.90 0.324 0.115 ( 0.292) 0.209 30 2.50 0.90 0.324 0.115 ( 0.292) 0.209 31 2.58 0.90 0.324 0.115 ( 0.292) 0.209 32 2.67 0.90 0.324 0.115 ( 0.292) 0.209 33 2.75 1.00 0.360 0.115 ( 0.324) 0.245 34 2.83 1.00 0.360 0.115 ( 0.324) 0.245 35 2.92 1.00 0.360 0.115 ( 0.324) 0.245 36 3.00 1.00 0.360 0.115 ( 0.324) 0.245 37 3.08 1.00 0.360 0.115 ( 0.324) 0.245 38 3.17 1.10 0.396 0.115 ( 0.356) 0.281 39 3.25 1.10 0.396 0.115 ( 0.356) 0.281 40 3.33 1.10 0.396 0.115 ( 0.356) 0.281 41 3.42 1.20 0.432 0.115 ( 0.389) 0.317 42 3.50 1.30 0.468 0.115 ( 0.421) 0.353 43 3.58 1.40 0.504 0.115 ( 0.454) 0.389 44 3.67 1.40 0.504 0.115 ( 0.454) 0.389 45 3.75 1.50 0.540 0.115 ( 0.486) 0.425 46 3.83 1.50 0.540 0.115 ( 0.486) 0.425 47 3.92 1.60 0.576 0.115 ( 0.518) 0.461 48 4.00 1.60 0.576 0.115 ( 0.518) 0.461 49 4.08 1.70 0.612 0.115 ( 0.551) 0.497 50 4.17 1.80 0.648 0.115 ( 0.583) 0.533 51 4.25 1.90 0.684 0.115 ( 0.616) 0.569 52 4.33 2.00 0.720 0.115 ( 0.648) 0.605 53 4.42 2.10 0.756 0.115 ( 0.680) 0.641 54 4.50 2.10 0.756 0.115 ( 0.680) 0.641 55 4.58 2.20 0.792 0.115 ( 0.713) 0.677 56 4.67 2.30 0.828 0.115 ( 0.745) 0.713 57 4.75 2.40 0.864 0.115 ( 0.778) 0.749 58 4.83 2.40 0.864 0.115 ( 0.778) 0.749 59 4.92 2.50 0.900 0.115 ( 0.810) 0.785 60 5.00 2.60 0.936 0.115 ( 0.842) 0.821 61 5.08 3.10 1.116 0.115 ( 1.004) 1.001 62 5.17 3.60 1.296 0.115 ( 1.166) 1.181 63 5.25 3.90 1.404 0.115 ( 1.264) 1.289 64 5.33 4.20 1.512 0.115 ( 1.361) 1.397 65 5.42 4.70 1.692 0.115 ( 1.523) 1.577 66 5.50 5.60 2.016 0.115 ( 1.814) 1.901 67 5.58 1.90 0.684 0.115 ( 0.616) 0.569 68 5.67 0.90 0.324 0.115 ( 0.292) 0.209 69 5.75 0.60 0.216 0.115 ( 0.194) 0.101 70 5.83 0.50 0.180 0.115 ( 0.162) 0.065 71 5.92 0.30 0.108 ( 0.115) 0.097 0.011 72 6.00 0.20 0.072 ( 0.115) 0.065 0.007 (Loss Rate Not Used)
Sum = 100.0 Sum = 27.8 Flood volume = Effective rainfall 2.32(In)
times area 18.6(Ac.)/[(In)/(Ft.)] = 3.6(Ac.Ft) Total soil loss = 0.68(In)
Total soil loss = 1.059(Ac.Ft)
Total rainfall = 3.00(In)
Flood volume = 156722.6 Cubic Feet
Total soil loss = 46145.2 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 31.022(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 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0031 0.44 Q | | | | 0+10 0.0117 1.25 VQ | | | | 0+15 0.0233 1.69 VQ | | | | 0+20 0.0359 1.82 VQ | | | | 0+25 0.0489 1.88 VQ | | | | 0+30 0.0636 2.15 V Q | | | | 0+35 0.0806 2.46 V Q | | | | 0+40 0.0980 2.53 |VQ | | | | 0+45 0.1156 2.56 |VQ | | | | 0+50 0.1334 2.58 |VQ | | | | 0+55 0.1512 2.58 |VQ | | | | 1+ 0 0.1706 2.82 |VQ | | | | 1+ 5 0.1922 3.14 | VQ | | | | 1+10 0.2143 3.21 | VQ | | | | 1+15 0.2366 3.24 | VQ | | | | 1+20 0.2590 3.26 | VQ | | | | 1+25 0.2814 3.26 | Q | | | | 1+30 0.3039 3.26 | Q | | | | 1+35 0.3263 3.26 | Q | | | | 1+40 0.3487 3.26 | Q | | | | 1+45 0.3711 3.26 | QV | | | | 1+50 0.3936 3.26 | QV | | | | 1+55 0.4160 3.26 | QV | | | | 2+ 0 0.4401 3.50 | QV | | | | 2+ 5 0.4647 3.57 | Q V | | | | 2+10 0.4893 3.57 | Q V | | | | 2+15 0.5157 3.84 | Q V | | | | 2+20 0.5426 3.90 | Q V | | | | 2+25 0.5695 3.91 | Q V | | | | 2+30 0.5966 3.93 | Q V | | | | 2+35 0.6237 3.93 | Q V | | | | 2+40 0.6508 3.93 | Q V | | | | 2+45 0.6795 4.18 | Q V | | | | 2+50 0.7105 4.49 | Q V | | | | 2+55 0.7419 4.56 | Q V | | | | 3+ 0 0.7735 4.59 | Q V | | | | 3+ 5 0.8052 4.61 | Q V | | | | 3+10 0.8386 4.85 | Q V| | | | 3+15 0.8742 5.16 | Q V| | | | 3+20 0.9102 5.24 | Q V | | | 3+25 0.9482 5.51 | Q V | | | 3+30 0.9901 6.08 | Q |V | | | 3+35 1.0363 6.71 | Q |V | | | 3+40 1.0854 7.12 | Q | V | | | 3+45 1.1370 7.49 | Q | V | | | 3+50 1.1910 7.85 | Q | V | | | 3+55 1.2474 8.18 | Q | V | | | 4+ 0 1.3061 8.53 | Q | V | | | 4+ 5 1.3671 8.86 | Q | V | | | 4+10 1.4322 9.45 | Q| V | | | 4+15 1.5017 10.09 | Q V | | | 4+20 1.5757 10.75 | Q V | | | 4+25 1.6544 11.43 | |Q V | | | 4+30 1.7361 11.86 | |Q V| | | 4+35 1.8203 12.22 | | Q V | | 4+40 1.9086 12.83 | | Q |V | | 4+45 2.0014 13.47 | | Q | V | | 4+50 2.0971 13.89 | | Q | V | | 4+55 2.1952 14.25 | | Q | V | | 5+ 0 2.2975 14.86 | | Q | V | | 5+ 5 2.4110 16.48 | | Q | V | | 5+10 2.5444 19.36 | | Q| V | | 5+15 2.6963 22.06 | | | Q V| | 5+20 2.8633 24.25 | | | Q |V | 5+25 3.0483 26.87 | | | Q | V | 5+30 3.2619 31.02 | | | |Q V | 5+35 3.4361 25.28 | | | Q | V | 5+40 3.5198 12.16 | | Q | | V| 5+45 3.5616 6.06 | Q | | | V| 5+50 3.5837 3.22 | Q | | | V| 5+55 3.5928 1.32 |Q | | | V| 6+ 0 3.5960 0.47 Q | | | V| 6+ 5 3.5973 0.19 Q | | | V| 6+10 3.5977 0.06 Q | | | V| 6+15 3.5978 0.01 Q | | | V| 6+20 3.5979 0.00 Q | | | V -----------------------------------------------------------------------

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 11/08/21 File: EXC10024100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6406
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TRACT 31194 - GOLDEN MEADOWS HYDROLOGY STUDY – AREA ‘C’ EXISTING CONDITION 'OVERALL' UNIT HYDROGRAPH - 100 YEAR HOUR STORM

HUNSAKER & ASSOCIATES,
BY: BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 18.63(Ac.) = 0.029 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 18.63(Ac.) = 0.029 Sq. Mi.

Length along longest watercourse = 1415.00(Ft.)
Length along longest watercourse measured to centroid = 500.00(Ft.) Length along longest watercourse = 0.268 Mi.

Length along longest watercourse measured to centroid = 0.095 Mi.

Difference in elevation = 191.00(Ft.)
Slope along watercourse = 712.7067 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.051 Hr.

Lag time = 3.07 Min.
25% of lag time = 0.77 Min.
40% of lag time = 1.23 Min.

Unit time = 15.00 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]

18.63 2.00 37.26
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

18.63 5.00 93.15
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 2.000(In)
Area Averaged 100-Year Rainfall = 5.000(In)
Point rain (area averaged) = 5.000(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 5.000(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

18.630 80.30 0.000
Total Area Entered = 18.63(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

80.3 91.2 0.115 0.000 0.115 1.000 0.115 Sum (F) = 0.115
Area averaged mean soil loss (F) (In/Hr) = 0.115
Minimum soil loss rate ((In/Hr)) = 0.057
(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 0.250 488.614 70.347 13.208 2 0.500 977.229 29.653 5.567 Sum = 100.000 Sum= 18.776
----------------------------------------------------------------------- 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 0.25 0.20 0.040 ( 0.202) 0.036 0.004 2 0.50 0.30 0.060 ( 0.200) 0.054 0.006 3 0.75 0.30 0.060 ( 0.198) 0.054 0.006 4 1.00 0.40 0.080 ( 0.195) 0.072 0.008 5 1.25 0.30 0.060 ( 0.193) 0.054 0.006 6 1.50 0.30 0.060 ( 0.191) 0.054 0.006 7 1.75 0.30 0.060 ( 0.189) 0.054 0.006 8 2.00 0.40 0.080 ( 0.186) 0.072 0.008 9 2.25 0.40 0.080 ( 0.184) 0.072 0.008 10 2.50 0.40 0.080 ( 0.182) 0.072 0.008 11 2.75 0.50 0.100 ( 0.180) 0.090 0.010 12 3.00 0.50 0.100 ( 0.177) 0.090 0.010 13 3.25 0.50 0.100 ( 0.175) 0.090 0.010 14 3.50 0.50 0.100 ( 0.173) 0.090 0.010 15 3.75 0.50 0.100 ( 0.171) 0.090 0.010 16 4.00 0.60 0.120 ( 0.169) 0.108 0.012 17 4.25 0.60 0.120 ( 0.167) 0.108 0.012 18 4.50 0.70 0.140 ( 0.164) 0.126 0.014 19 4.75 0.70 0.140 ( 0.162) 0.126 0.014 20 5.00 0.80 0.160 ( 0.160) 0.144 0.016 21 5.25 0.60 0.120 ( 0.158) 0.108 0.012 22 5.50 0.70 0.140 ( 0.156) 0.126 0.014 23 5.75 0.80 0.160 ( 0.154) 0.144 0.016 24 6.00 0.80 0.160 ( 0.152) 0.144 0.016 25 6.25 0.90 0.180 0.150 ( 0.162) 0.030 26 6.50 0.90 0.180 0.148 ( 0.162) 0.032 27 6.75 1.00 0.200 0.146 ( 0.180) 0.054 28 7.00 1.00 0.200 0.144 ( 0.180) 0.056 29 7.25 1.00 0.200 0.142 ( 0.180) 0.058 30 7.50 1.10 0.220 0.140 ( 0.198) 0.080 31 7.75 1.20 0.240 0.138 ( 0.216) 0.102 32 8.00 1.30 0.260 0.136 ( 0.234) 0.124 33 8.25 1.50 0.300 0.134 ( 0.270) 0.166 34 8.50 1.50 0.300 0.133 ( 0.270) 0.167 35 8.75 1.60 0.320 0.131 ( 0.288) 0.189 36 9.00 1.70 0.340 0.129 ( 0.306) 0.211 37 9.25 1.90 0.380 0.127 ( 0.342) 0.253 38 9.50 2.00 0.400 0.125 ( 0.360) 0.275 39 9.75 2.10 0.420 0.123 ( 0.378) 0.297 40 10.00 2.20 0.440 0.122 ( 0.396) 0.318 41 10.25 1.50 0.300 0.120 ( 0.270) 0.180 42 10.50 1.50 0.300 0.118 ( 0.270) 0.182 43 10.75 2.00 0.400 0.116 ( 0.360) 0.284 44 11.00 2.00 0.400 0.115 ( 0.360) 0.285 45 11.25 1.90 0.380 0.113 ( 0.342) 0.267 46 11.50 1.90 0.380 0.111 ( 0.342) 0.269 47 11.75 1.70 0.340 0.110 ( 0.306) 0.230 48 12.00 1.80 0.360 0.108 ( 0.324) 0.252 49 12.25 2.50 0.500 0.106 ( 0.450) 0.393 50 12.50 2.60 0.520 0.105 ( 0.468) 0.415 51 12.75 2.80 0.560 0.103 ( 0.504) 0.457 52 13.00 2.90 0.580 0.102 ( 0.522) 0.478 53 13.25 3.40 0.680 0.100 ( 0.612) 0.580 54 13.50 3.40 0.680 0.099 ( 0.612) 0.581 55 13.75 2.30 0.460 0.097 ( 0.414) 0.363 56 14.00 2.30 0.460 0.096 ( 0.414) 0.364 57 14.25 2.70 0.540 0.094 ( 0.486) 0.446 58 14.50 2.60 0.520 0.093 ( 0.468) 0.427 59 14.75 2.60 0.520 0.091 ( 0.468) 0.429 60 15.00 2.50 0.500 0.090 ( 0.450) 0.410 61 15.25 2.40 0.480 0.089 ( 0.432) 0.391 62 15.50 2.30 0.460 0.087 ( 0.414) 0.373 63 15.75 1.90 0.380 0.086 ( 0.342) 0.294 64 16.00 1.90 0.380 0.085 ( 0.342) 0.295 65 16.25 0.40 0.080 ( 0.083) 0.072 0.008 66 16.50 0.40 0.080 ( 0.082) 0.072 0.008 67 16.75 0.30 0.060 ( 0.081) 0.054 0.006 68 17.00 0.30 0.060 ( 0.080) 0.054 0.006 69 17.25 0.50 0.100 0.078 ( 0.090) 0.022 70 17.50 0.50 0.100 0.077 ( 0.090) 0.023 71 17.75 0.50 0.100 0.076 ( 0.090) 0.024 72 18.00 0.40 0.080 ( 0.075) 0.072 0.008 73 18.25 0.40 0.080 ( 0.074) 0.072 0.008 74 18.50 0.40 0.080 ( 0.073) 0.072 0.008 75 18.75 0.30 0.060 ( 0.072) 0.054 0.006 76 19.00 0.20 0.040 ( 0.071) 0.036 0.004 77 19.25 0.30 0.060 ( 0.070) 0.054 0.006 78 19.50 0.40 0.080 0.069 ( 0.072) 0.011 79 19.75 0.30 0.060 ( 0.068) 0.054 0.006 80 20.00 0.20 0.040 ( 0.067) 0.036 0.004 81 20.25 0.30 0.060 ( 0.066) 0.054 0.006 82 20.50 0.30 0.060 ( 0.065) 0.054 0.006 83 20.75 0.30 0.060 ( 0.064) 0.054 0.006 84 21.00 0.20 0.040 ( 0.064) 0.036 0.004 85 21.25 0.30 0.060 ( 0.063) 0.054 0.006 86 21.50 0.20 0.040 ( 0.062) 0.036 0.004 87 21.75 0.30 0.060 ( 0.061) 0.054 0.006 88 22.00 0.20 0.040 ( 0.061) 0.036 0.004 89 22.25 0.30 0.060 ( 0.060) 0.054 0.006 90 22.50 0.20 0.040 ( 0.060) 0.036 0.004 91 22.75 0.20 0.040 ( 0.059) 0.036 0.004 92 23.00 0.20 0.040 ( 0.059) 0.036 0.004 93 23.25 0.20 0.040 ( 0.058) 0.036 0.004 94 23.50 0.20 0.040 ( 0.058) 0.036 0.004 95 23.75 0.20 0.040 ( 0.058) 0.036 0.004 96 24.00 0.20 0.040 ( 0.057) 0.036 0.004 (Loss Rate Not Used)
Sum = 100.0 Sum = 11.5 Flood volume = Effective rainfall 2.88(In)
times area 18.6(Ac.)/[(In)/(Ft.)] = 4.5(Ac.Ft) Total soil loss = 2.12(In)
Total soil loss = 3.287(Ac.Ft)
Total rainfall = 5.00(In)
Flood volume = 194953.5 Cubic Feet
Total soil loss = 143168.7 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 10.911(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 15 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+15 0.0011 0.05 Q | | | | 0+30 0.0032 0.10 Q | | | | 0+45 0.0055 0.11 Q | | | | 1+ 0 0.0084 0.14 Q | | | | 1+15 0.0110 0.12 Q | | | | 1+30 0.0133 0.11 Q | | | | 1+45 0.0156 0.11 Q | | | | 2+ 0 0.0185 0.14 Q | | | | 2+15 0.0216 0.15 Q | | | | 2+30 0.0247 0.15 Q | | | | 2+45 0.0283 0.18 Q | | | | 3+ 0 0.0322 0.19 Q | | | | 3+15 0.0361 0.19 Q | | | | 3+30 0.0400 0.19 Q | | | | 3+45 0.0439 0.19 Q | | | | 4+ 0 0.0483 0.21 Q | | | | 4+15 0.0530 0.23 Q | | | | 4+30 0.0582 0.25 Q | | | | 4+45 0.0636 0.26 Q | | | | 5+ 0 0.0696 0.29 Q | | | | 5+15 0.0747 0.25 Q | | | | 5+30 0.0799 0.25 Q | | | | 5+45 0.0859 0.29 Q | | | | 6+ 0 0.0921 0.30 Q | | | | 6+15 0.1021 0.49 Q | | | | 6+30 0.1143 0.59 Q | | | | 6+45 0.1327 0.89 |Q | | | | 7+ 0 0.1542 1.04 |VQ | | | | 7+15 0.1764 1.08 |VQ | | | | 7+30 0.2049 1.38 |VQ | | | | 7+45 0.2419 1.79 | VQ | | | | 8+ 0 0.2874 2.20 | V Q | | | | 8+15 0.3468 2.88 | V Q | | | | 8+30 0.4116 3.13 | V Q | | | | 8+45 0.4825 3.43 | V Q | | | | 9+ 0 0.5619 3.84 | V Q | | | | 9+15 0.6553 4.52 | V Q| | | | 9+30 0.7594 5.04 | V Q | | | 9+45 0.8720 5.45 | V Q | | | 10+ 0 0.9931 5.86 | V |Q | | | 10+15 1.0789 4.15 | QV| | | | 10+30 1.1492 3.41 | Q V | | | 10+45 1.2476 4.76 | Q V | | | 11+ 0 1.3581 5.35 | Q V | | | 11+15 1.4638 5.12 | Q V | | | 11+30 1.5678 5.04 | Q V | | | 11+45 1.6616 4.54 | Q| V | | | 12+ 0 1.7569 4.61 | Q| V | | | 12+15 1.8933 6.60 | | Q V | | | 12+30 2.0519 7.68 | | Q V | | | 12+45 2.2244 8.35 | | Q V| | | 13+ 0 2.4075 8.86 | | Q V | | 13+15 2.6208 10.33 | | Q V | | 13+30 2.8463 10.91 | | |Q V | | 13+45 3.0122 8.03 | | Q | V | | 14+ 0 3.1534 6.83 | | Q | V | | 14+15 3.3170 7.92 | | Q | V| | 14+30 3.4850 8.13 | | Q | V | 14+45 3.6511 8.04 | | Q | | V | 15+ 0 3.8124 7.80 | | Q | | V | 15+15 3.9664 7.46 | | Q | | V | 15+30 4.1132 7.11 | | Q | | V | 15+45 4.2364 5.96 | |Q | | V | 16+ 0 4.3509 5.54 | |Q | | V | 16+15 4.3871 1.75 | Q | | | V| 16+30 4.3902 0.15 Q | | | V| 16+45 4.3927 0.12 Q | | | V| 17+ 0 4.3950 0.11 Q | | | V| 17+15 4.4016 0.32 Q | | | V| 17+30 4.4103 0.42 Q | | | V| 17+45 4.4195 0.44 Q | | | V| 18+ 0 4.4244 0.24 Q | | | V| 18+15 4.4275 0.15 Q | | | V| 18+30 4.4306 0.15 Q | | | V| 18+45 4.4332 0.12 Q | | | V| 19+ 0 4.4350 0.09 Q | | | V| 19+15 4.4371 0.10 Q | | | V| 19+30 4.4408 0.18 Q | | | V| 19+45 4.4438 0.14 Q | | | V| 20+ 0 4.4456 0.09 Q | | | V| 20+15 4.4477 0.10 Q | | | V| 20+30 4.4500 0.11 Q | | | V| 20+45 4.4523 0.11 Q | | | V| 21+ 0 4.4541 0.09 Q | | | V| 21+15 4.4562 0.10 Q | | | V| 21+30 4.4580 0.09 Q | | | V| 21+45 4.4601 0.10 Q | | | V| 22+ 0 4.4619 0.09 Q | | | V| 22+15 4.4640 0.10 Q | | | V| 22+30 4.4657 0.09 Q | | | V| 22+45 4.4673 0.08 Q | | | V| 23+ 0 4.4688 0.08 Q | | | V| 23+15 4.4704 0.08 Q | | | V| 23+30 4.4720 0.08 Q | | | V| 23+45 4.4735 0.08 Q | | | V| 24+ 0 4.4751 0.08 Q | | | V| 24+15 4.4755 0.02 Q | | | V ----------------------------------------------------------------------- Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
· Area ‘C’ – 2 Year - Post-Development Condition – Unit Hydrograph

U n i t H y d r o g r a p h A n a l y s i s

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6407

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

--------------------------------------------------------------------- TRACT 31194 - 'GOLDEN MEADOWS' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘C’
PROPOSED CONDITION UNIT HYDROGRAPH - 2 YEAR 1 HOUR STORM HUNSAKER & ASSOCIATES, MAY 2021, BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 14.17(Ac.) = 0.022 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 14.17(Ac.) = 0.022 Sq. Mi.

Length along longest watercourse = 1178.00(Ft.)
Length along longest watercourse measured to centroid = 347.00(Ft.) Length along longest watercourse = 0.223 Mi.

Length along longest watercourse measured to centroid = 0.066 Mi.

Difference in elevation = 187.90(Ft.)
Slope along watercourse = 842.2003 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.020 Hr.

Lag time = 1.21 Min.
25% of lag time = 0.30 Min.
40% of lag time = 0.48 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]

14.17 0.55 7.79

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

14.17 1.30 18.42

STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 0.550(In)
Area Averaged 100-Year Rainfall = 1.300(In)

Point rain (area averaged) = 0.550(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 0.550(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

14.170 68.40 0.442
Total Area Entered = 14.17(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

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 0.083 414.178 66.038 9.431 2 0.167 828.355 33.962 4.850 Sum = 100.000 Sum= 14.281
-----------------------------------------------------------------------

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 4.10 0.271 ( 0.350) 0.148 0.123 2 0.17 4.60 0.304 ( 0.350) 0.166 0.138 3 0.25 4.50 0.297 ( 0.350) 0.162 0.135 4 0.33 4.90 0.323 ( 0.350) 0.177 0.147 5 0.42 5.50 0.363 ( 0.350) 0.198 0.165 6 0.50 6.40 0.422 ( 0.350) 0.231 0.192 7 0.58 7.10 0.469 ( 0.350) 0.256 0.213 8 0.67 9.00 0.594 ( 0.350) 0.324 0.269 9 0.75 12.90 0.851 0.350 ( 0.465) 0.501 10 0.83 29.50 1.947 0.350 ( 1.064) 1.597 11 0.92 7.00 0.462 ( 0.350) 0.252 0.210 12 1.00 4.50 0.297 ( 0.350) 0.162 0.135 (Loss Rate Not Used)
Sum = 100.0 Sum = 3.8 Flood volume = Effective rainfall 0.32(In)
times area 14.2(Ac.)/[(In)/(Ft.)] = 0.4(Ac.Ft) Total soil loss = 0.23(In)
Total soil loss = 0.273(Ac.Ft)
Total rainfall = 0.55(In)
Flood volume = 16386.4 Cubic Feet
Total soil loss = 11900.4 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 17.501(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))

U n i t H y d r o g r a p h A n a l y s i s

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6407

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

--------------------------------------------------------------------- TRACT 31194 - 'GOLDEN MEADOWS' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘C’
PROPOSED CONDITION UNIT HYDROGRAPH - 2 YEAR 3 HOUR STORM HUNSAKER & ASSOCIATES, MAY 2021, BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 14.17(Ac.) = 0.022 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 14.17(Ac.) = 0.022 Sq. Mi.

Length along longest watercourse = 1178.00(Ft.)
Length along longest watercourse measured to centroid = 347.00(Ft.) Length along longest watercourse = 0.223 Mi.

Length along longest watercourse measured to centroid = 0.066 Mi.

Difference in elevation = 187.90(Ft.)
Slope along watercourse = 842.2003 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.020 Hr.

Lag time = 1.21 Min.
25% of lag time = 0.30 Min.
40% of lag time = 0.48 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]

14.17 0.85 12.04

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

14.17 2.00 28.34

STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 0.850(In)
Area Averaged 100-Year Rainfall = 2.000(In)

Point rain (area averaged) = 0.850(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 0.850(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

14.170 68.40 0.442
Total Area Entered = 14.17(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

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 0.083 414.178 66.038 9.431 2 0.167 828.355 33.962 4.850 Sum = 100.000 Sum= 14.281
-----------------------------------------------------------------------

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 0.133 ( 0.350) 0.072 0.060 2 0.17 1.30 0.133 ( 0.350) 0.072 0.060 3 0.25 1.10 0.112 ( 0.350) 0.061 0.051 4 0.33 1.50 0.153 ( 0.350) 0.084 0.069 5 0.42 1.50 0.153 ( 0.350) 0.084 0.069 6 0.50 1.80 0.184 ( 0.350) 0.100 0.083 7 0.58 1.50 0.153 ( 0.350) 0.084 0.069 8 0.67 1.80 0.184 ( 0.350) 0.100 0.083 9 0.75 1.80 0.184 ( 0.350) 0.100 0.083 10 0.83 1.50 0.153 ( 0.350) 0.084 0.069 11 0.92 1.60 0.163 ( 0.350) 0.089 0.074 12 1.00 1.80 0.184 ( 0.350) 0.100 0.083 13 1.08 2.20 0.224 ( 0.350) 0.123 0.102 14 1.17 2.20 0.224 ( 0.350) 0.123 0.102 15 1.25 2.20 0.224 ( 0.350) 0.123 0.102 16 1.33 2.00 0.204 ( 0.350) 0.111 0.093 17 1.42 2.60 0.265 ( 0.350) 0.145 0.120 18 1.50 2.70 0.275 ( 0.350) 0.150 0.125 19 1.58 2.40 0.245 ( 0.350) 0.134 0.111 20 1.67 2.70 0.275 ( 0.350) 0.150 0.125 21 1.75 3.30 0.337 ( 0.350) 0.184 0.153 22 1.83 3.10 0.316 ( 0.350) 0.173 0.143 23 1.92 2.90 0.296 ( 0.350) 0.162 0.134 24 2.00 3.00 0.306 ( 0.350) 0.167 0.139 25 2.08 3.10 0.316 ( 0.350) 0.173 0.143 26 2.17 4.20 0.428 ( 0.350) 0.234 0.194 27 2.25 5.00 0.510 ( 0.350) 0.279 0.231 28 2.33 3.50 0.357 ( 0.350) 0.195 0.162 29 2.42 6.80 0.694 0.350 ( 0.379) 0.344 30 2.50 7.30 0.745 0.350 ( 0.407) 0.395 31 2.58 8.20 0.836 0.350 ( 0.457) 0.487 32 2.67 5.90 0.602 ( 0.350) 0.329 0.273 33 2.75 2.00 0.204 ( 0.350) 0.111 0.093 34 2.83 1.80 0.184 ( 0.350) 0.100 0.083 35 2.92 1.80 0.184 ( 0.350) 0.100 0.083 36 3.00 0.60 0.061 ( 0.350) 0.033 0.028 (Loss Rate Not Used)
Sum = 100.0 Sum = 4.8 Flood volume = Effective rainfall 0.40(In)
times area 14.2(Ac.)/[(In)/(Ft.)] = 0.5(Ac.Ft) Total soil loss = 0.45(In)
Total soil loss = 0.529(Ac.Ft)
Total rainfall = 0.85(In)
Flood volume = 20662.0 Cubic Feet
Total soil loss = 23056.9 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 6.506(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))

U n i t H y d r o g r a p h A n a l y s i s

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6407

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

--------------------------------------------------------------------- TRACT 31194 - 'GOLDEN MEADOWS' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘C’
PROPOSED CONDITION UNIT HYDROGRAPH - 2 YEAR 6 HOUR STORM HUNSAKER & ASSOCIATES, MAY 2021, BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 14.17(Ac.) = 0.022 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 14.17(Ac.) = 0.022 Sq. Mi.

Length along longest watercourse = 1178.00(Ft.)
Length along longest watercourse measured to centroid = 347.00(Ft.) Length along longest watercourse = 0.223 Mi.

Length along longest watercourse measured to centroid = 0.066 Mi.

Difference in elevation = 187.90(Ft.)
Slope along watercourse = 842.2003 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.020 Hr.

Lag time = 1.21 Min.
25% of lag time = 0.30 Min.
40% of lag time = 0.48 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]

14.17 1.20 17.00

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

14.17 3.00 42.51

STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 1.200(In)
Area Averaged 100-Year Rainfall = 3.000(In)

Point rain (area averaged) = 1.200(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.200(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

14.170 68.40 0.442
Total Area Entered = 14.17(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

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 0.083 414.178 66.038 9.431 2 0.167 828.355 33.962 4.850 Sum = 100.000 Sum= 14.281
-----------------------------------------------------------------------

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 0.072 ( 0.350) 0.039 0.033 2 0.17 0.60 0.086 ( 0.350) 0.047 0.039 3 0.25 0.60 0.086 ( 0.350) 0.047 0.039 4 0.33 0.60 0.086 ( 0.350) 0.047 0.039 5 0.42 0.60 0.086 ( 0.350) 0.047 0.039 6 0.50 0.70 0.101 ( 0.350) 0.055 0.046 7 0.58 0.70 0.101 ( 0.350) 0.055 0.046 8 0.67 0.70 0.101 ( 0.350) 0.055 0.046 9 0.75 0.70 0.101 ( 0.350) 0.055 0.046 10 0.83 0.70 0.101 ( 0.350) 0.055 0.046 11 0.92 0.70 0.101 ( 0.350) 0.055 0.046 12 1.00 0.80 0.115 ( 0.350) 0.063 0.052 13 1.08 0.80 0.115 ( 0.350) 0.063 0.052 14 1.17 0.80 0.115 ( 0.350) 0.063 0.052 15 1.25 0.80 0.115 ( 0.350) 0.063 0.052 16 1.33 0.80 0.115 ( 0.350) 0.063 0.052 17 1.42 0.80 0.115 ( 0.350) 0.063 0.052 18 1.50 0.80 0.115 ( 0.350) 0.063 0.052 19 1.58 0.80 0.115 ( 0.350) 0.063 0.052 20 1.67 0.80 0.115 ( 0.350) 0.063 0.052 21 1.75 0.80 0.115 ( 0.350) 0.063 0.052 22 1.83 0.80 0.115 ( 0.350) 0.063 0.052 23 1.92 0.80 0.115 ( 0.350) 0.063 0.052 24 2.00 0.90 0.130 ( 0.350) 0.071 0.059 25 2.08 0.80 0.115 ( 0.350) 0.063 0.052 26 2.17 0.90 0.130 ( 0.350) 0.071 0.059 27 2.25 0.90 0.130 ( 0.350) 0.071 0.059 28 2.33 0.90 0.130 ( 0.350) 0.071 0.059 29 2.42 0.90 0.130 ( 0.350) 0.071 0.059 30 2.50 0.90 0.130 ( 0.350) 0.071 0.059 31 2.58 0.90 0.130 ( 0.350) 0.071 0.059 32 2.67 0.90 0.130 ( 0.350) 0.071 0.059 33 2.75 1.00 0.144 ( 0.350) 0.079 0.065 34 2.83 1.00 0.144 ( 0.350) 0.079 0.065 35 2.92 1.00 0.144 ( 0.350) 0.079 0.065 36 3.00 1.00 0.144 ( 0.350) 0.079 0.065 37 3.08 1.00 0.144 ( 0.350) 0.079 0.065 38 3.17 1.10 0.158 ( 0.350) 0.087 0.072 39 3.25 1.10 0.158 ( 0.350) 0.087 0.072 40 3.33 1.10 0.158 ( 0.350) 0.087 0.072 41 3.42 1.20 0.173 ( 0.350) 0.094 0.078 42 3.50 1.30 0.187 ( 0.350) 0.102 0.085 43 3.58 1.40 0.202 ( 0.350) 0.110 0.091 44 3.67 1.40 0.202 ( 0.350) 0.110 0.091 45 3.75 1.50 0.216 ( 0.350) 0.118 0.098 46 3.83 1.50 0.216 ( 0.350) 0.118 0.098 47 3.92 1.60 0.230 ( 0.350) 0.126 0.105 48 4.00 1.60 0.230 ( 0.350) 0.126 0.105 49 4.08 1.70 0.245 ( 0.350) 0.134 0.111 50 4.17 1.80 0.259 ( 0.350) 0.142 0.118 51 4.25 1.90 0.274 ( 0.350) 0.149 0.124 52 4.33 2.00 0.288 ( 0.350) 0.157 0.131 53 4.42 2.10 0.302 ( 0.350) 0.165 0.137 54 4.50 2.10 0.302 ( 0.350) 0.165 0.137 55 4.58 2.20 0.317 ( 0.350) 0.173 0.144 56 4.67 2.30 0.331 ( 0.350) 0.181 0.150 57 4.75 2.40 0.346 ( 0.350) 0.189 0.157 58 4.83 2.40 0.346 ( 0.350) 0.189 0.157 59 4.92 2.50 0.360 ( 0.350) 0.197 0.163 60 5.00 2.60 0.374 ( 0.350) 0.205 0.170 61 5.08 3.10 0.446 ( 0.350) 0.244 0.203 62 5.17 3.60 0.518 ( 0.350) 0.283 0.235 63 5.25 3.90 0.562 ( 0.350) 0.307 0.255 64 5.33 4.20 0.605 ( 0.350) 0.330 0.274 65 5.42 4.70 0.677 0.350 ( 0.370) 0.327 66 5.50 5.60 0.806 0.350 ( 0.441) 0.457 67 5.58 1.90 0.274 ( 0.350) 0.149 0.124 68 5.67 0.90 0.130 ( 0.350) 0.071 0.059 69 5.75 0.60 0.086 ( 0.350) 0.047 0.039 70 5.83 0.50 0.072 ( 0.350) 0.039 0.033 71 5.92 0.30 0.043 ( 0.350) 0.024 0.020 72 6.00 0.20 0.029 ( 0.350) 0.016 0.013 (Loss Rate Not Used)
Sum = 100.0 Sum = 6.6 Flood volume = Effective rainfall 0.55(In)
times area 14.2(Ac.)/[(In)/(Ft.)] = 0.7(Ac.Ft) Total soil loss = 0.65(In)
Total soil loss = 0.763(Ac.Ft)
Total rainfall = 1.20(In)
Flood volume = 28475.9 Cubic Feet
Total soil loss = 33245.7 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 5.894(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 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0021 0.31 VQ | | | | 0+10 0.0058 0.53 V Q | | | | 0+15 0.0096 0.56 V Q | | | | 0+20 0.0135 0.56 V Q | | | | 0+25 0.0173 0.56 |VQ | | | | 0+30 0.0216 0.62 |VQ | | | | 0+35 0.0261 0.65 |VQ | | | | 0+40 0.0306 0.65 |VQ | | | | 0+45 0.0351 0.65 | Q | | | | 0+50 0.0396 0.65 | Q | | | | 0+55 0.0441 0.65 | Q | | | | 1+ 0 0.0490 0.72 | QV | | | | 1+ 5 0.0542 0.75 | QV | | | | 1+10 0.0593 0.75 | QV | | | | 1+15 0.0645 0.75 | QV | | | | 1+20 0.0696 0.75 | Q V | | | | 1+25 0.0748 0.75 | Q V | | | | 1+30 0.0799 0.75 | Q V | | | | 1+35 0.0850 0.75 | Q V | | | | 1+40 0.0902 0.75 | Q V | | | | 1+45 0.0953 0.75 | Q V | | | | 1+50 0.1005 0.75 | Q V | | | | 1+55 0.1056 0.75 | Q V | | | | 2+ 0 0.1112 0.81 | Q V | | | | 2+ 5 0.1165 0.78 | Q V | | | | 2+10 0.1221 0.81 | Q V | | | | 2+15 0.1279 0.84 | Q V | | | | 2+20 0.1337 0.84 | Q V | | | | 2+25 0.1395 0.84 | Q V | | | | 2+30 0.1452 0.84 | Q V | | | | 2+35 0.1510 0.84 | Q V| | | | 2+40 0.1568 0.84 | Q V| | | | 2+45 0.1630 0.90 | Q V| | | | 2+50 0.1695 0.93 | Q V | | | 2+55 0.1759 0.93 | Q V | | | 3+ 0 0.1823 0.93 | Q |V | | | 3+ 5 0.1887 0.93 | Q |V | | | 3+10 0.1956 1.00 | Q |V | | | 3+15 0.2027 1.03 | Q | V | | | 3+20 0.2097 1.03 | Q | V | | | 3+25 0.2172 1.09 | Q | V | | | 3+30 0.2254 1.18 | Q | V | | | 3+35 0.2341 1.28 | Q | V | | | 3+40 0.2431 1.31 | Q | V | | | 3+45 0.2526 1.37 | Q | V | | | 3+50 0.2622 1.40 | Q | V | | | 3+55 0.2723 1.46 | Q | V | | | 4+ 0 0.2826 1.49 | Q | V | | | 4+ 5 0.2933 1.56 | Q | V | | | 4+10 0.3046 1.65 | Q | V | | | 4+15 0.3166 1.74 | Q | V| | | 4+20 0.3293 1.84 | Q | V | | 4+25 0.3425 1.93 | Q | V | | 4+30 0.3560 1.96 | Q | |V | | 4+35 0.3700 2.02 | Q | | V | | 4+40 0.3845 2.12 | Q | | V | | 4+45 0.3997 2.21 | Q | | V | | 4+50 0.4152 2.24 | Q | | V | | 4+55 0.4310 2.30 | Q| | V | | 5+ 0 0.4475 2.40 | Q| | V | | 5+ 5 0.4664 2.74 | Q | V | | 5+10 0.4884 3.20 | | Q | V| | 5+15 0.5128 3.55 | | Q | |V | 5+20 0.5392 3.83 | | Q | | V | 5+25 0.5696 4.42 | | Q | | V | 5+30 0.6102 5.89 | | | Q | V | 5+35 0.6335 3.39 | | Q | | V | 5+40 0.6415 1.16 | Q | | | V| 5+45 0.6460 0.66 | Q | | | V| 5+50 0.6494 0.50 |Q | | | V| 5+55 0.6518 0.34 |Q | | | V| 6+ 0 0.6533 0.22 Q | | | V| 6+ 5 0.6537 0.06 Q | | | V -----------------------------------------------------------------------

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 11/08/21 File: PRC002242.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6406
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TRACT 31194 - 'GOLDEN MEADOWS' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘C’
PROPOSED CONDITION UNIT HYDROGRAPH - 2 YEAR HOUR STORM

HUNSAKER & ASSOCIATES, BRIAN LOWELL, PE
-------------------------------------------------------------------- Drainage Area = 14.17(Ac.) = 0.022 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 14.17(Ac.) = 0.022 Sq. Mi.

Length along longest watercourse = 1178.00(Ft.)
Length along longest watercourse measured to centroid = 347.00(Ft.) Length along longest watercourse = 0.223 Mi.

Length along longest watercourse measured to centroid = 0.066 Mi.

Difference in elevation = 187.90(Ft.)
Slope along watercourse = 842.2003 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.020 Hr.

Lag time = 1.21 Min.
25% of lag time = 0.30 Min.
40% of lag time = 0.48 Min.

Unit time = 15.00 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]

14.17 2.00 28.34
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

14.17 5.00 70.85
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 2.000(In)
Area Averaged 100-Year Rainfall = 5.000(In)
Point rain (area averaged) = 2.000(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 2.000(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

14.170 68.40 0.442
Total Area Entered = 14.17(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

68.4 49.1 0.581 0.442 0.350 1.000 0.350 Sum (F) = 0.350
Area averaged mean soil loss (F) (In/Hr) = 0.350
Minimum soil loss rate ((In/Hr)) = 0.175
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.546
--------------------------------------------------------------------- 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 0.250 1242.533 100.000 14.281 Sum = 100.000 Sum= 14.281
----------------------------------------------------------------------- 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 0.25 0.20 0.016 ( 0.618) 0.009 0.007 2 0.50 0.30 0.024 ( 0.611) 0.013 0.011 3 0.75 0.30 0.024 ( 0.603) 0.013 0.011 4 1.00 0.40 0.032 ( 0.596) 0.017 0.015 5 1.25 0.30 0.024 ( 0.589) 0.013 0.011 6 1.50 0.30 0.024 ( 0.582) 0.013 0.011 7 1.75 0.30 0.024 ( 0.575) 0.013 0.011 8 2.00 0.40 0.032 ( 0.568) 0.017 0.015 9 2.25 0.40 0.032 ( 0.562) 0.017 0.015 10 2.50 0.40 0.032 ( 0.555) 0.017 0.015 11 2.75 0.50 0.040 ( 0.548) 0.022 0.018 12 3.00 0.50 0.040 ( 0.541) 0.022 0.018 13 3.25 0.50 0.040 ( 0.535) 0.022 0.018 14 3.50 0.50 0.040 ( 0.528) 0.022 0.018 15 3.75 0.50 0.040 ( 0.521) 0.022 0.018 16 4.00 0.60 0.048 ( 0.515) 0.026 0.022 17 4.25 0.60 0.048 ( 0.508) 0.026 0.022 18 4.50 0.70 0.056 ( 0.502) 0.031 0.025 19 4.75 0.70 0.056 ( 0.495) 0.031 0.025 20 5.00 0.80 0.064 ( 0.489) 0.035 0.029 21 5.25 0.60 0.048 ( 0.483) 0.026 0.022 22 5.50 0.70 0.056 ( 0.476) 0.031 0.025 23 5.75 0.80 0.064 ( 0.470) 0.035 0.029 24 6.00 0.80 0.064 ( 0.464) 0.035 0.029 25 6.25 0.90 0.072 ( 0.458) 0.039 0.033 26 6.50 0.90 0.072 ( 0.452) 0.039 0.033 27 6.75 1.00 0.080 ( 0.446) 0.044 0.036 28 7.00 1.00 0.080 ( 0.440) 0.044 0.036 29 7.25 1.00 0.080 ( 0.434) 0.044 0.036 30 7.50 1.10 0.088 ( 0.428) 0.048 0.040 31 7.75 1.20 0.096 ( 0.422) 0.052 0.044 32 8.00 1.30 0.104 ( 0.416) 0.057 0.047 33 8.25 1.50 0.120 ( 0.410) 0.066 0.054 34 8.50 1.50 0.120 ( 0.404) 0.066 0.054 35 8.75 1.60 0.128 ( 0.399) 0.070 0.058 36 9.00 1.70 0.136 ( 0.393) 0.074 0.062 37 9.25 1.90 0.152 ( 0.388) 0.083 0.069 38 9.50 2.00 0.160 ( 0.382) 0.087 0.073 39 9.75 2.10 0.168 ( 0.377) 0.092 0.076 40 10.00 2.20 0.176 ( 0.371) 0.096 0.080 41 10.25 1.50 0.120 ( 0.366) 0.066 0.054 42 10.50 1.50 0.120 ( 0.361) 0.066 0.054 43 10.75 2.00 0.160 ( 0.355) 0.087 0.073 44 11.00 2.00 0.160 ( 0.350) 0.087 0.073 45 11.25 1.90 0.152 ( 0.345) 0.083 0.069 46 11.50 1.90 0.152 ( 0.340) 0.083 0.069 47 11.75 1.70 0.136 ( 0.335) 0.074 0.062 48 12.00 1.80 0.144 ( 0.330) 0.079 0.065 49 12.25 2.50 0.200 ( 0.325) 0.109 0.091 50 12.50 2.60 0.208 ( 0.320) 0.114 0.094 51 12.75 2.80 0.224 ( 0.315) 0.122 0.102 52 13.00 2.90 0.232 ( 0.311) 0.127 0.105 53 13.25 3.40 0.272 ( 0.306) 0.149 0.123 54 13.50 3.40 0.272 ( 0.301) 0.149 0.123 55 13.75 2.30 0.184 ( 0.297) 0.101 0.083 56 14.00 2.30 0.184 ( 0.292) 0.101 0.083 57 14.25 2.70 0.216 ( 0.288) 0.118 0.098 58 14.50 2.60 0.208 ( 0.283) 0.114 0.094 59 14.75 2.60 0.208 ( 0.279) 0.114 0.094 60 15.00 2.50 0.200 ( 0.275) 0.109 0.091 61 15.25 2.40 0.192 ( 0.270) 0.105 0.087 62 15.50 2.30 0.184 ( 0.266) 0.101 0.083 63 15.75 1.90 0.152 ( 0.262) 0.083 0.069 64 16.00 1.90 0.152 ( 0.258) 0.083 0.069 65 16.25 0.40 0.032 ( 0.254) 0.017 0.015 66 16.50 0.40 0.032 ( 0.250) 0.017 0.015 67 16.75 0.30 0.024 ( 0.247) 0.013 0.011 68 17.00 0.30 0.024 ( 0.243) 0.013 0.011 69 17.25 0.50 0.040 ( 0.239) 0.022 0.018 70 17.50 0.50 0.040 ( 0.236) 0.022 0.018 71 17.75 0.50 0.040 ( 0.232) 0.022 0.018 72 18.00 0.40 0.032 ( 0.229) 0.017 0.015 73 18.25 0.40 0.032 ( 0.225) 0.017 0.015 74 18.50 0.40 0.032 ( 0.222) 0.017 0.015 75 18.75 0.30 0.024 ( 0.219) 0.013 0.011 76 19.00 0.20 0.016 ( 0.216) 0.009 0.007 77 19.25 0.30 0.024 ( 0.213) 0.013 0.011 78 19.50 0.40 0.032 ( 0.210) 0.017 0.015 79 19.75 0.30 0.024 ( 0.207) 0.013 0.011 80 20.00 0.20 0.016 ( 0.204) 0.009 0.007 81 20.25 0.30 0.024 ( 0.201) 0.013 0.011 82 20.50 0.30 0.024 ( 0.199) 0.013 0.011 83 20.75 0.30 0.024 ( 0.196) 0.013 0.011 84 21.00 0.20 0.016 ( 0.194) 0.009 0.007 85 21.25 0.30 0.024 ( 0.192) 0.013 0.011 86 21.50 0.20 0.016 ( 0.189) 0.009 0.007 87 21.75 0.30 0.024 ( 0.187) 0.013 0.011 88 22.00 0.20 0.016 ( 0.185) 0.009 0.007 89 22.25 0.30 0.024 ( 0.183) 0.013 0.011 90 22.50 0.20 0.016 ( 0.182) 0.009 0.007 91 22.75 0.20 0.016 ( 0.180) 0.009 0.007 92 23.00 0.20 0.016 ( 0.179) 0.009 0.007 93 23.25 0.20 0.016 ( 0.178) 0.009 0.007 94 23.50 0.20 0.016 ( 0.176) 0.009 0.007 95 23.75 0.20 0.016 ( 0.176) 0.009 0.007 96 24.00 0.20 0.016 ( 0.175) 0.009 0.007 (Loss Rate Not Used)
Sum = 100.0 Sum = 3.6 Flood volume = Effective rainfall 0.91(In)
times area 14.2(Ac.)/[(In)/(Ft.)] = 1.1(Ac.Ft) Total soil loss = 1.09(In)
Total soil loss = 1.290(Ac.Ft)
Total rainfall = 2.00(In)
Flood volume = 46670.7 Cubic Feet
Total soil loss = 56200.7 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.763(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 15 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0021 0.10 Q | | | | 0+30 0.0054 0.16 Q | | | | 0+45 0.0086 0.16 Q | | | | 1+ 0 0.0129 0.21 Q | | | | 1+15 0.0161 0.16 Q | | | | 1+30 0.0193 0.16 Q | | | | 1+45 0.0225 0.16 Q | | | | 2+ 0 0.0268 0.21 QV | | | | 2+15 0.0311 0.21 QV | | | | 2+30 0.0354 0.21 QV | | | | 2+45 0.0407 0.26 |Q | | | | 3+ 0 0.0461 0.26 |Q | | | | 3+15 0.0514 0.26 |Q | | | | 3+30 0.0568 0.26 |QV | | | | 3+45 0.0621 0.26 |QV | | | | 4+ 0 0.0686 0.31 |QV | | | | 4+15 0.0750 0.31 |QV | | | | 4+30 0.0825 0.36 |Q V | | | | 4+45 0.0900 0.36 |Q V | | | | 5+ 0 0.0986 0.41 |Q V | | | | 5+15 0.1050 0.31 |Q V | | | | 5+30 0.1125 0.36 |Q V | | | | 5+45 0.1211 0.41 |Q V | | | | 6+ 0 0.1296 0.41 |Q V | | | | 6+15 0.1393 0.47 |Q V | | | | 6+30 0.1489 0.47 |Q V | | | | 6+45 0.1596 0.52 | Q V | | | | 7+ 0 0.1704 0.52 | Q V | | | | 7+15 0.1811 0.52 | Q V | | | | 7+30 0.1929 0.57 | Q V | | | | 7+45 0.2057 0.62 | Q V | | | | 8+ 0 0.2196 0.67 | Q V | | | | 8+15 0.2357 0.78 | Q V | | | | 8+30 0.2518 0.78 | Q V| | | | 8+45 0.2689 0.83 | Q V | | | 9+ 0 0.2871 0.88 | Q V | | | 9+15 0.3075 0.99 | Q V | | | 9+30 0.3289 1.04 | Q | V | | | 9+45 0.3514 1.09 | Q | V | | | 10+ 0 0.3750 1.14 | Q | V | | | 10+15 0.3911 0.78 | Q | V | | | 10+30 0.4071 0.78 | Q | V | | | 10+45 0.4286 1.04 | Q | V | | | 11+ 0 0.4500 1.04 | Q | V | | | 11+15 0.4703 0.99 | Q | V | | | 11+30 0.4907 0.99 | Q | V | | | 11+45 0.5089 0.88 | Q | V| | | 12+ 0 0.5282 0.93 | Q | V| | | 12+15 0.5550 1.30 | Q | V | | 12+30 0.5828 1.35 | Q | |V | | 12+45 0.6128 1.45 | Q | | V | | 13+ 0 0.6439 1.50 | Q | | V | | 13+15 0.6803 1.76 | Q | | V | | 13+30 0.7168 1.76 | Q | | V | | 13+45 0.7414 1.19 | Q | | V | | 14+ 0 0.7661 1.19 | Q | | V | | 14+15 0.7950 1.40 | Q | | V| | 14+30 0.8228 1.35 | Q | | V | 14+45 0.8507 1.35 | Q | | |V | 15+ 0 0.8775 1.30 | Q | | | V | 15+15 0.9032 1.24 | Q | | | V | 15+30 0.9278 1.19 | Q | | | V | 15+45 0.9482 0.99 | Q | | | V | 16+ 0 0.9686 0.99 | Q | | | V | 16+15 0.9728 0.21 Q | | | V | 16+30 0.9771 0.21 Q | | | V | 16+45 0.9803 0.16 Q | | | V | 17+ 0 0.9836 0.16 Q | | | V | 17+15 0.9889 0.26 |Q | | | V | 17+30 0.9943 0.26 |Q | | | V | 17+45 0.9996 0.26 |Q | | | V | 18+ 0 1.0039 0.21 Q | | | V | 18+15 1.0082 0.21 Q | | | V | 18+30 1.0125 0.21 Q | | | V | 18+45 1.0157 0.16 Q | | | V | 19+ 0 1.0178 0.10 Q | | | V | 19+15 1.0211 0.16 Q | | | V | 19+30 1.0253 0.21 Q | | | V | 19+45 1.0286 0.16 Q | | | V | 20+ 0 1.0307 0.10 Q | | | V | 20+15 1.0339 0.16 Q | | | V | 20+30 1.0371 0.16 Q | | | V | 20+45 1.0403 0.16 Q | | | V | 21+ 0 1.0425 0.10 Q | | | V | 21+15 1.0457 0.16 Q | | | V| 21+30 1.0478 0.10 Q | | | V| 21+45 1.0511 0.16 Q | | | V| 22+ 0 1.0532 0.10 Q | | | V| 22+15 1.0564 0.16 Q | | | V| 22+30 1.0586 0.10 Q | | | V| 22+45 1.0607 0.10 Q | | | V| 23+ 0 1.0628 0.10 Q | | | V| 23+15 1.0650 0.10 Q | | | V| 23+30 1.0671 0.10 Q | | | V| 23+45 1.0693 0.10 Q | | | V| 24+ 0 1.0714 0.10 Q | | | V ----------------------------------------------------------------------- Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Menifee City CouncilDecember 6, 2023

Menifee City Council
December 6, 2023