Exhibit A - Addendum to FEIR — Menifee City Council, December 6, 2023 (part 7 of 14)

Section 3
· Area ‘C’ – 10 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 - 10 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) = 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 = 99.99 %
Adjusted average point rain = 0.858(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-2 (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 0.422 0.228 ( 0.231) 0.194 2 0.17 4.60 0.474 0.228 ( 0.259) 0.245 3 0.25 4.50 0.464 0.228 ( 0.253) 0.235 4 0.33 4.90 0.505 0.228 ( 0.276) 0.276 5 0.42 5.50 0.567 0.228 ( 0.310) 0.338 6 0.50 6.40 0.659 0.228 ( 0.360) 0.431 7 0.58 7.10 0.731 0.228 ( 0.400) 0.503 8 0.67 9.00 0.927 0.228 ( 0.507) 0.699 9 0.75 12.90 1.329 0.228 ( 0.726) 1.101 10 0.83 29.50 3.039 0.228 ( 1.660) 2.811 11 0.92 7.00 0.721 0.228 ( 0.394) 0.493 12 1.00 4.50 0.464 0.228 ( 0.253) 0.235 (Loss Rate Not Used)
Sum = 100.0 Sum = 7.6 Flood volume = Effective rainfall 0.63(In)
times area 14.2(Ac.)/[(In)/(Ft.)] = 0.7(Ac.Ft) Total soil loss = 0.23(In)
Total soil loss = 0.270(Ac.Ft)
Total rainfall = 0.86(In)
Flood volume = 32409.4 Cubic Feet
Total soil loss = 11746.6 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 31.859(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 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0126 1.83 VQ | | | | 0+10 0.0350 3.26 |V Q | | | | 0+15 0.0585 3.41 | Q | | | | 0+20 0.0844 3.75 | QV | | | | 0+25 0.1156 4.53 | Q V | | | | 0+30 0.1549 5.71 | Q V | | | | 0+35 0.2020 6.84 | Q V | | | 0+40 0.2642 9.03 | Q| V | | | 0+45 0.3590 13.77 | | Q V| | | 0+50 0.5785 31.86 | | | |Q | 0+55 0.7044 18.29 | | Q | | V | 1+ 0 0.7362 4.61 | Q | | | V| 1+ 5 0.7440 1.14 |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' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘C’
PROPOSED CONDITION UNIT HYDROGRAPH - 10 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) = 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 %

14.170 68.40 0.442
Total Area Entered = 14.17(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 ( 0.228) 0.113 0.094 2 0.17 1.30 0.206 ( 0.228) 0.113 0.094 3 0.25 1.10 0.175 ( 0.228) 0.095 0.079 4 0.33 1.50 0.238 ( 0.228) 0.130 0.108 5 0.42 1.50 0.238 ( 0.228) 0.130 0.108 6 0.50 1.80 0.286 ( 0.228) 0.156 0.130 7 0.58 1.50 0.238 ( 0.228) 0.130 0.108 8 0.67 1.80 0.286 ( 0.228) 0.156 0.130 9 0.75 1.80 0.286 ( 0.228) 0.156 0.130 10 0.83 1.50 0.238 ( 0.228) 0.130 0.108 11 0.92 1.60 0.254 ( 0.228) 0.139 0.115 12 1.00 1.80 0.286 ( 0.228) 0.156 0.130 13 1.08 2.20 0.349 ( 0.228) 0.191 0.158 14 1.17 2.20 0.349 ( 0.228) 0.191 0.158 15 1.25 2.20 0.349 ( 0.228) 0.191 0.158 16 1.33 2.00 0.318 ( 0.228) 0.173 0.144 17 1.42 2.60 0.413 ( 0.228) 0.226 0.187 18 1.50 2.70 0.429 0.228 ( 0.234) 0.200 19 1.58 2.40 0.381 ( 0.228) 0.208 0.173 20 1.67 2.70 0.429 0.228 ( 0.234) 0.200 21 1.75 3.30 0.524 0.228 ( 0.286) 0.296 22 1.83 3.10 0.492 0.228 ( 0.269) 0.264 23 1.92 2.90 0.460 0.228 ( 0.252) 0.232 24 2.00 3.00 0.476 0.228 ( 0.260) 0.248 25 2.08 3.10 0.492 0.228 ( 0.269) 0.264 26 2.17 4.20 0.667 0.228 ( 0.364) 0.438 27 2.25 5.00 0.794 0.228 ( 0.434) 0.565 28 2.33 3.50 0.556 0.228 ( 0.304) 0.327 29 2.42 6.80 1.080 0.228 ( 0.590) 0.851 30 2.50 7.30 1.159 0.228 ( 0.633) 0.931 31 2.58 8.20 1.302 0.228 ( 0.711) 1.074 32 2.67 5.90 0.937 0.228 ( 0.512) 0.708 33 2.75 2.00 0.318 ( 0.228) 0.173 0.144 34 2.83 1.80 0.286 ( 0.228) 0.156 0.130 35 2.92 1.80 0.286 ( 0.228) 0.156 0.130 36 3.00 0.60 0.095 ( 0.228) 0.052 0.043 (Loss Rate Not Used)
Sum = 100.0 Sum = 9.4 Flood volume = Effective rainfall 0.78(In)
times area 14.2(Ac.)/[(In)/(Ft.)] = 0.9(Ac.Ft) Total soil loss = 0.54(In)
Total soil loss = 0.642(Ac.Ft)
Total rainfall = 1.32(In)
Flood volume = 40109.3 Cubic Feet
Total soil loss = 27943.9 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 14.645(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 - 10 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) = 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 = 100.00 %
Adjusted average point rain = 1.940(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-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 ( 0.228) 0.064 0.053 2 0.17 0.60 0.140 ( 0.228) 0.076 0.063 3 0.25 0.60 0.140 ( 0.228) 0.076 0.063 4 0.33 0.60 0.140 ( 0.228) 0.076 0.063 5 0.42 0.60 0.140 ( 0.228) 0.076 0.063 6 0.50 0.70 0.163 ( 0.228) 0.089 0.074 7 0.58 0.70 0.163 ( 0.228) 0.089 0.074 8 0.67 0.70 0.163 ( 0.228) 0.089 0.074 9 0.75 0.70 0.163 ( 0.228) 0.089 0.074 10 0.83 0.70 0.163 ( 0.228) 0.089 0.074 11 0.92 0.70 0.163 ( 0.228) 0.089 0.074 12 1.00 0.80 0.186 ( 0.228) 0.102 0.085 13 1.08 0.80 0.186 ( 0.228) 0.102 0.085 14 1.17 0.80 0.186 ( 0.228) 0.102 0.085 15 1.25 0.80 0.186 ( 0.228) 0.102 0.085 16 1.33 0.80 0.186 ( 0.228) 0.102 0.085 17 1.42 0.80 0.186 ( 0.228) 0.102 0.085 18 1.50 0.80 0.186 ( 0.228) 0.102 0.085 19 1.58 0.80 0.186 ( 0.228) 0.102 0.085 20 1.67 0.80 0.186 ( 0.228) 0.102 0.085 21 1.75 0.80 0.186 ( 0.228) 0.102 0.085 22 1.83 0.80 0.186 ( 0.228) 0.102 0.085 23 1.92 0.80 0.186 ( 0.228) 0.102 0.085 24 2.00 0.90 0.210 ( 0.228) 0.114 0.095 25 2.08 0.80 0.186 ( 0.228) 0.102 0.085 26 2.17 0.90 0.210 ( 0.228) 0.114 0.095 27 2.25 0.90 0.210 ( 0.228) 0.114 0.095 28 2.33 0.90 0.210 ( 0.228) 0.114 0.095 29 2.42 0.90 0.210 ( 0.228) 0.114 0.095 30 2.50 0.90 0.210 ( 0.228) 0.114 0.095 31 2.58 0.90 0.210 ( 0.228) 0.114 0.095 32 2.67 0.90 0.210 ( 0.228) 0.114 0.095 33 2.75 1.00 0.233 ( 0.228) 0.127 0.106 34 2.83 1.00 0.233 ( 0.228) 0.127 0.106 35 2.92 1.00 0.233 ( 0.228) 0.127 0.106 36 3.00 1.00 0.233 ( 0.228) 0.127 0.106 37 3.08 1.00 0.233 ( 0.228) 0.127 0.106 38 3.17 1.10 0.256 ( 0.228) 0.140 0.116 39 3.25 1.10 0.256 ( 0.228) 0.140 0.116 40 3.33 1.10 0.256 ( 0.228) 0.140 0.116 41 3.42 1.20 0.279 ( 0.228) 0.153 0.127 42 3.50 1.30 0.303 ( 0.228) 0.165 0.137 43 3.58 1.40 0.326 ( 0.228) 0.178 0.148 44 3.67 1.40 0.326 ( 0.228) 0.178 0.148 45 3.75 1.50 0.349 ( 0.228) 0.191 0.158 46 3.83 1.50 0.349 ( 0.228) 0.191 0.158 47 3.92 1.60 0.373 ( 0.228) 0.204 0.169 48 4.00 1.60 0.373 ( 0.228) 0.204 0.169 49 4.08 1.70 0.396 ( 0.228) 0.216 0.180 50 4.17 1.80 0.419 0.228 ( 0.229) 0.191 51 4.25 1.90 0.442 0.228 ( 0.242) 0.214 52 4.33 2.00 0.466 0.228 ( 0.254) 0.237 53 4.42 2.10 0.489 0.228 ( 0.267) 0.261 54 4.50 2.10 0.489 0.228 ( 0.267) 0.261 55 4.58 2.20 0.512 0.228 ( 0.280) 0.284 56 4.67 2.30 0.536 0.228 ( 0.293) 0.307 57 4.75 2.40 0.559 0.228 ( 0.305) 0.330 58 4.83 2.40 0.559 0.228 ( 0.305) 0.330 59 4.92 2.50 0.582 0.228 ( 0.318) 0.354 60 5.00 2.60 0.605 0.228 ( 0.331) 0.377 61 5.08 3.10 0.722 0.228 ( 0.394) 0.493 62 5.17 3.60 0.838 0.228 ( 0.458) 0.610 63 5.25 3.90 0.908 0.228 ( 0.496) 0.680 64 5.33 4.20 0.978 0.228 ( 0.534) 0.750 65 5.42 4.70 1.094 0.228 ( 0.598) 0.866 66 5.50 5.60 1.304 0.228 ( 0.712) 1.076 67 5.58 1.90 0.442 0.228 ( 0.242) 0.214 68 5.67 0.90 0.210 ( 0.228) 0.114 0.095 69 5.75 0.60 0.140 ( 0.228) 0.076 0.063 70 5.83 0.50 0.116 ( 0.228) 0.064 0.053 71 5.92 0.30 0.070 ( 0.228) 0.038 0.032 72 6.00 0.20 0.047 ( 0.228) 0.025 0.021 (Loss Rate Not Used)
Sum = 100.0 Sum = 13.0 Flood volume = Effective rainfall 1.08(In)
times area 14.2(Ac.)/[(In)/(Ft.)] = 1.3(Ac.Ft) Total soil loss = 0.86(In)
Total soil loss = 1.014(Ac.Ft)
Total rainfall = 1.94(In)
Flood volume = 55635.3 Cubic Feet
Total soil loss = 44175.3 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 14.351(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 0.0034 0.50 Q | | | | 0+10 0.0093 0.85 VQ | | | | 0+15 0.0156 0.91 VQ | | | | 0+20 0.0218 0.91 VQ | | | | 0+25 0.0280 0.91 VQ | | | | 0+30 0.0350 1.01 |VQ | | | | 0+35 0.0422 1.06 |VQ | | | | 0+40 0.0495 1.06 |VQ | | | | 0+45 0.0568 1.06 |VQ | | | | 0+50 0.0641 1.06 | Q | | | | 0+55 0.0713 1.06 | Q | | | | 1+ 0 0.0793 1.16 | Q | | | | 1+ 5 0.0876 1.21 | Q | | | | 1+10 0.0959 1.21 | QV | | | | 1+15 0.1042 1.21 | QV | | | | 1+20 0.1126 1.21 | QV | | | | 1+25 0.1209 1.21 | QV | | | | 1+30 0.1292 1.21 | Q V | | | | 1+35 0.1375 1.21 | Q V | | | | 1+40 0.1458 1.21 | Q V | | | | 1+45 0.1541 1.21 | Q V | | | | 1+50 0.1625 1.21 | Q V | | | | 1+55 0.1708 1.21 | Q V | | | | 2+ 0 0.1798 1.31 | Q V | | | | 2+ 5 0.1884 1.26 | Q V | | | | 2+10 0.1975 1.31 | Q V | | | | 2+15 0.2068 1.36 | Q V | | | | 2+20 0.2162 1.36 | Q V | | | | 2+25 0.2255 1.36 | Q V | | | | 2+30 0.2349 1.36 | Q V | | | | 2+35 0.2442 1.36 | Q V | | | | 2+40 0.2536 1.36 | Q V | | | | 2+45 0.2636 1.46 | Q V | | | | 2+50 0.2740 1.51 | Q V | | | | 2+55 0.2844 1.51 | Q V | | | | 3+ 0 0.2948 1.51 | Q V| | | | 3+ 5 0.3052 1.51 | Q V| | | | 3+10 0.3163 1.61 | Q V| | | | 3+15 0.3277 1.66 | Q V | | | 3+20 0.3392 1.66 | Q V | | | 3+25 0.3513 1.76 | Q |V | | | 3+30 0.3644 1.91 | Q |V | | | 3+35 0.3786 2.06 | Q |V | | | 3+40 0.3932 2.11 | Q | V | | | 3+45 0.4084 2.21 | Q | V | | | 3+50 0.4240 2.26 | Q | V | | | 3+55 0.4403 2.36 | Q | V | | | 4+ 0 0.4569 2.42 | Q | V | | | 4+ 5 0.4743 2.51 | Q | V | | | 4+10 0.4927 2.67 | Q | V | | | 4+15 0.5129 2.95 | Q | V | | | 4+20 0.5355 3.28 | Q | V | | | 4+25 0.5604 3.61 | Q | V | | | 4+30 0.5860 3.72 | Q | V | | | 4+35 0.6132 3.94 | Q | V| | | 4+40 0.6426 4.28 | Q | V | | 4+45 0.6744 4.61 | Q| |V | | 4+50 0.7069 4.72 | Q| | V | | 4+55 0.7409 4.94 | Q| | V | | 5+ 0 0.7773 5.27 | Q | V | | 5+ 5 0.8219 6.49 | | Q | V | | 5+10 0.8781 8.15 | | Q | V | | 5+15 0.9426 9.37 | | Q | V| | 5+20 1.0140 10.37 | | Q |V | 5+25 1.0954 11.81 | | | Q | V | 5+30 1.1942 14.35 | | | Q | V | 5+35 1.2441 7.24 | | Q | | V | 5+40 1.2574 1.94 | Q | | | V| 5+45 1.2647 1.06 | Q | | | V| 5+50 1.2702 0.81 |Q | | | V| 5+55 1.2741 0.56 |Q | | | V| 6+ 0 1.2765 0.35 Q | | | V| 6+ 5 1.2772 0.10 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: PRC0102410.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 - 10 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) = 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 %

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

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

68.4 68.4 0.379 0.442 0.228 1.000 0.228 Sum (F) = 0.228
Area averaged mean soil loss (F) (In/Hr) = 0.228
Minimum soil loss rate ((In/Hr)) = 0.114
(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 0.026 ( 0.403) 0.014 0.012 2 0.50 0.30 0.039 ( 0.399) 0.021 0.018 3 0.75 0.30 0.039 ( 0.394) 0.021 0.018 4 1.00 0.40 0.052 ( 0.389) 0.028 0.023 5 1.25 0.30 0.039 ( 0.385) 0.021 0.018 6 1.50 0.30 0.039 ( 0.380) 0.021 0.018 7 1.75 0.30 0.039 ( 0.376) 0.021 0.018 8 2.00 0.40 0.052 ( 0.371) 0.028 0.023 9 2.25 0.40 0.052 ( 0.367) 0.028 0.023 10 2.50 0.40 0.052 ( 0.362) 0.028 0.023 11 2.75 0.50 0.065 ( 0.358) 0.035 0.029 12 3.00 0.50 0.065 ( 0.353) 0.035 0.029 13 3.25 0.50 0.065 ( 0.349) 0.035 0.029 14 3.50 0.50 0.065 ( 0.345) 0.035 0.029 15 3.75 0.50 0.065 ( 0.340) 0.035 0.029 16 4.00 0.60 0.078 ( 0.336) 0.042 0.035 17 4.25 0.60 0.078 ( 0.332) 0.042 0.035 18 4.50 0.70 0.091 ( 0.328) 0.049 0.041 19 4.75 0.70 0.091 ( 0.323) 0.049 0.041 20 5.00 0.80 0.103 ( 0.319) 0.057 0.047 21 5.25 0.60 0.078 ( 0.315) 0.042 0.035 22 5.50 0.70 0.091 ( 0.311) 0.049 0.041 23 5.75 0.80 0.103 ( 0.307) 0.057 0.047 24 6.00 0.80 0.103 ( 0.303) 0.057 0.047 25 6.25 0.90 0.116 ( 0.299) 0.064 0.053 26 6.50 0.90 0.116 ( 0.295) 0.064 0.053 27 6.75 1.00 0.129 ( 0.291) 0.071 0.059 28 7.00 1.00 0.129 ( 0.287) 0.071 0.059 29 7.25 1.00 0.129 ( 0.283) 0.071 0.059 30 7.50 1.10 0.142 ( 0.279) 0.078 0.065 31 7.75 1.20 0.155 ( 0.275) 0.085 0.070 32 8.00 1.30 0.168 ( 0.272) 0.092 0.076 33 8.25 1.50 0.194 ( 0.268) 0.106 0.088 34 8.50 1.50 0.194 ( 0.264) 0.106 0.088 35 8.75 1.60 0.207 ( 0.260) 0.113 0.094 36 9.00 1.70 0.220 ( 0.257) 0.120 0.100 37 9.25 1.90 0.246 ( 0.253) 0.134 0.112 38 9.50 2.00 0.259 ( 0.249) 0.141 0.117 39 9.75 2.10 0.272 ( 0.246) 0.148 0.123 40 10.00 2.20 0.285 ( 0.242) 0.155 0.129 41 10.25 1.50 0.194 ( 0.239) 0.106 0.088 42 10.50 1.50 0.194 ( 0.235) 0.106 0.088 43 10.75 2.00 0.259 ( 0.232) 0.141 0.117 44 11.00 2.00 0.259 ( 0.229) 0.141 0.117 45 11.25 1.90 0.246 ( 0.225) 0.134 0.112 46 11.50 1.90 0.246 ( 0.222) 0.134 0.112 47 11.75 1.70 0.220 ( 0.219) 0.120 0.100 48 12.00 1.80 0.233 ( 0.215) 0.127 0.106 49 12.25 2.50 0.323 ( 0.212) 0.177 0.147 50 12.50 2.60 0.336 ( 0.209) 0.184 0.153 51 12.75 2.80 0.362 ( 0.206) 0.198 0.164 52 13.00 2.90 0.375 0.203 ( 0.205) 0.172 53 13.25 3.40 0.440 0.200 ( 0.240) 0.240 54 13.50 3.40 0.440 0.197 ( 0.240) 0.243 55 13.75 2.30 0.298 ( 0.194) 0.163 0.135 56 14.00 2.30 0.298 ( 0.191) 0.163 0.135 57 14.25 2.70 0.349 0.188 ( 0.191) 0.162 58 14.50 2.60 0.336 ( 0.185) 0.184 0.153 59 14.75 2.60 0.336 0.182 ( 0.184) 0.154 60 15.00 2.50 0.323 ( 0.179) 0.177 0.147 61 15.25 2.40 0.310 ( 0.177) 0.170 0.141 62 15.50 2.30 0.298 ( 0.174) 0.163 0.135 63 15.75 1.90 0.246 ( 0.171) 0.134 0.112 64 16.00 1.90 0.246 ( 0.169) 0.134 0.112 65 16.25 0.40 0.052 ( 0.166) 0.028 0.023 66 16.50 0.40 0.052 ( 0.163) 0.028 0.023 67 16.75 0.30 0.039 ( 0.161) 0.021 0.018 68 17.00 0.30 0.039 ( 0.159) 0.021 0.018 69 17.25 0.50 0.065 ( 0.156) 0.035 0.029 70 17.50 0.50 0.065 ( 0.154) 0.035 0.029 71 17.75 0.50 0.065 ( 0.152) 0.035 0.029 72 18.00 0.40 0.052 ( 0.149) 0.028 0.023 73 18.25 0.40 0.052 ( 0.147) 0.028 0.023 74 18.50 0.40 0.052 ( 0.145) 0.028 0.023 75 18.75 0.30 0.039 ( 0.143) 0.021 0.018 76 19.00 0.20 0.026 ( 0.141) 0.014 0.012 77 19.25 0.30 0.039 ( 0.139) 0.021 0.018 78 19.50 0.40 0.052 ( 0.137) 0.028 0.023 79 19.75 0.30 0.039 ( 0.135) 0.021 0.018 80 20.00 0.20 0.026 ( 0.133) 0.014 0.012 81 20.25 0.30 0.039 ( 0.131) 0.021 0.018 82 20.50 0.30 0.039 ( 0.130) 0.021 0.018 83 20.75 0.30 0.039 ( 0.128) 0.021 0.018 84 21.00 0.20 0.026 ( 0.127) 0.014 0.012 85 21.25 0.30 0.039 ( 0.125) 0.021 0.018 86 21.50 0.20 0.026 ( 0.124) 0.014 0.012 87 21.75 0.30 0.039 ( 0.122) 0.021 0.018 88 22.00 0.20 0.026 ( 0.121) 0.014 0.012 89 22.25 0.30 0.039 ( 0.120) 0.021 0.018 90 22.50 0.20 0.026 ( 0.119) 0.014 0.012 91 22.75 0.20 0.026 ( 0.118) 0.014 0.012 92 23.00 0.20 0.026 ( 0.117) 0.014 0.012 93 23.25 0.20 0.026 ( 0.116) 0.014 0.012 94 23.50 0.20 0.026 ( 0.115) 0.014 0.012 95 23.75 0.20 0.026 ( 0.115) 0.014 0.012 96 24.00 0.20 0.026 ( 0.114) 0.014 0.012 (Loss Rate Not Used)
Sum = 100.0 Sum = 6.0 Flood volume = Effective rainfall 1.49(In)
times area 14.2(Ac.)/[(In)/(Ft.)] = 1.8(Ac.Ft) Total soil loss = 1.74(In)
Total soil loss = 2.059(Ac.Ft)
Total rainfall = 3.23(In)
Flood volume = 76646.7 Cubic Feet
Total soil loss = 89707.8 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 3.475(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 0.0035 0.17 Q | | | | 0+30 0.0087 0.25 VQ | | | | 0+45 0.0139 0.25 VQ | | | | 1+ 0 0.0208 0.34 VQ | | | | 1+15 0.0260 0.25 VQ | | | | 1+30 0.0312 0.25 VQ | | | | 1+45 0.0364 0.25 VQ | | | | 2+ 0 0.0433 0.34 VQ | | | | 2+15 0.0502 0.34 |Q | | | | 2+30 0.0572 0.34 |Q | | | | 2+45 0.0658 0.42 |Q | | | | 3+ 0 0.0745 0.42 |Q | | | | 3+15 0.0832 0.42 |Q | | | | 3+30 0.0918 0.42 |QV | | | | 3+45 0.1005 0.42 |QV | | | | 4+ 0 0.1109 0.50 | Q | | | | 4+15 0.1213 0.50 | Q | | | | 4+30 0.1334 0.59 | QV | | | | 4+45 0.1455 0.59 | QV | | | | 5+ 0 0.1594 0.67 | QV | | | | 5+15 0.1698 0.50 | QV | | | | 5+30 0.1819 0.59 | Q V | | | | 5+45 0.1958 0.67 | Q V | | | | 6+ 0 0.2096 0.67 | Q V | | | | 6+15 0.2252 0.75 | Q V | | | | 6+30 0.2408 0.75 | Q V | | | | 6+45 0.2582 0.84 | Q V | | | | 7+ 0 0.2755 0.84 | Q V | | | | 7+15 0.2928 0.84 | Q V | | | | 7+30 0.3119 0.92 | Q V | | | | 7+45 0.3327 1.01 | Q V | | | | 8+ 0 0.3552 1.09 | Q V | | | | 8+15 0.3812 1.26 | Q V | | | | 8+30 0.4072 1.26 | Q V| | | | 8+45 0.4349 1.34 | Q V| | | | 9+ 0 0.4643 1.43 | Q V | | | 9+15 0.4973 1.59 | Q V | | | 9+30 0.5319 1.68 | Q | V | | | 9+45 0.5683 1.76 | Q | V | | | 10+ 0 0.6064 1.84 | Q | V | | | 10+15 0.6324 1.26 | Q | V | | | 10+30 0.6584 1.26 | Q | V | | | 10+45 0.6930 1.68 | Q | V | | | 11+ 0 0.7277 1.68 | Q | V | | | 11+15 0.7606 1.59 | Q | V | | | 11+30 0.7935 1.59 | Q | V | | | 11+45 0.8230 1.43 | Q | V | | | 12+ 0 0.8542 1.51 | Q | V| | | 12+15 0.8975 2.10 | Q | V | | 12+30 0.9425 2.18 | Q | V | | 12+45 0.9910 2.35 | Q| | V | | 13+ 0 1.0420 2.46 | Q| | V | | 13+15 1.1129 3.43 | | Q | V | | 13+30 1.1847 3.48 | | Q | V | | 13+45 1.2245 1.93 | Q | | V | | 14+ 0 1.2644 1.93 | Q | | V | | 14+15 1.3121 2.31 | Q| | V| | 14+30 1.3571 2.18 | Q | | V | 14+45 1.4027 2.20 | Q | | |V | 15+ 0 1.4460 2.10 | Q | | | V | 15+15 1.4875 2.01 | Q | | | V | 15+30 1.5274 1.93 | Q | | | V | 15+45 1.5603 1.59 | Q | | | V | 16+ 0 1.5932 1.59 | Q | | | V | 16+15 1.6002 0.34 |Q | | | V | 16+30 1.6071 0.34 |Q | | | V | 16+45 1.6123 0.25 |Q | | | V | 17+ 0 1.6175 0.25 |Q | | | V | 17+15 1.6262 0.42 |Q | | | V | 17+30 1.6348 0.42 |Q | | | V | 17+45 1.6435 0.42 |Q | | | V | 18+ 0 1.6504 0.34 |Q | | | V | 18+15 1.6573 0.34 |Q | | | V | 18+30 1.6643 0.34 |Q | | | V | 18+45 1.6695 0.25 |Q | | | V | 19+ 0 1.6729 0.17 Q | | | V | 19+15 1.6781 0.25 |Q | | | V | 19+30 1.6851 0.34 |Q | | | V | 19+45 1.6903 0.25 |Q | | | V | 20+ 0 1.6937 0.17 Q | | | V | 20+15 1.6989 0.25 |Q | | | V | 20+30 1.7041 0.25 |Q | | | V | 20+45 1.7093 0.25 |Q | | | V | 21+ 0 1.7128 0.17 Q | | | V | 21+15 1.7180 0.25 |Q | | | V| 21+30 1.7214 0.17 Q | | | V| 21+45 1.7266 0.25 |Q | | | V| 22+ 0 1.7301 0.17 Q | | | V| 22+15 1.7353 0.25 |Q | | | V| 22+30 1.7388 0.17 Q | | | V| 22+45 1.7422 0.17 Q | | | V| 23+ 0 1.7457 0.17 Q | | | V| 23+15 1.7492 0.17 Q | | | V| 23+30 1.7526 0.17 Q | | | V| 23+45 1.7561 0.17 Q | | | V| 24+ 0 1.7596 0.17 Q | | | V| ----------------------------------------------------------------------- Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

Section 3
· Area ‘C’ – 100 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 - 100 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) = 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 = 99.99 %
Adjusted average point rain = 1.300(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-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 4.10 0.640 0.119 ( 0.349) 0.520 2 0.17 4.60 0.718 0.119 ( 0.392) 0.598 3 0.25 4.50 0.702 0.119 ( 0.383) 0.583 4 0.33 4.90 0.764 0.119 ( 0.418) 0.645 5 0.42 5.50 0.858 0.119 ( 0.469) 0.739 6 0.50 6.40 0.998 0.119 ( 0.545) 0.879 7 0.58 7.10 1.107 0.119 ( 0.605) 0.988 8 0.67 9.00 1.404 0.119 ( 0.767) 1.285 9 0.75 12.90 2.012 0.119 ( 1.099) 1.893 10 0.83 29.50 4.601 0.119 ( 2.514) 4.482 11 0.92 7.00 1.092 0.119 ( 0.597) 0.973 12 1.00 4.50 0.702 0.119 ( 0.383) 0.583 (Loss Rate Not Used)
Sum = 100.0 Sum = 14.2 Flood volume = Effective rainfall 1.18(In)
times area 14.2(Ac.)/[(In)/(Ft.)] = 1.4(Ac.Ft) Total soil loss = 0.12(In)
Total soil loss = 0.141(Ac.Ft)
Total rainfall = 1.30(In)
Flood volume = 60729.2 Cubic Feet
Total soil loss = 6130.5 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 51.478(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 0.0338 4.91 V Q | | | | 0+10 0.0901 8.17 | V Q | | | | 0+15 0.1479 8.40 | VQ | | | | 0+20 0.2093 8.91 | QV | | | | 0+25 0.2789 10.10 | Q V | | | | 0+30 0.3607 11.88 | Q V | | | 0+35 0.4543 13.59 | Q| V | | | 0+40 0.5708 16.92 | |Q V | | | 0+45 0.7368 24.09 | | Q |V | | 0+50 1.0913 51.48 | | | |V Q | 0+55 1.3043 30.93 | | Q | V | 1+ 0 1.3747 10.22 | Q | | | V| 1+ 5 1.3941 2.83 |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' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘C’
PROPOSED CONDITION UNIT HYDROGRAPH - 100 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) = 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 %

14.170 68.40 0.442
Total Area Entered = 14.17(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 0.119 ( 0.170) 0.193 2 0.17 1.30 0.312 0.119 ( 0.170) 0.193 3 0.25 1.10 0.264 0.119 ( 0.144) 0.145 4 0.33 1.50 0.360 0.119 ( 0.197) 0.241 5 0.42 1.50 0.360 0.119 ( 0.197) 0.241 6 0.50 1.80 0.432 0.119 ( 0.236) 0.313 7 0.58 1.50 0.360 0.119 ( 0.197) 0.241 8 0.67 1.80 0.432 0.119 ( 0.236) 0.313 9 0.75 1.80 0.432 0.119 ( 0.236) 0.313 10 0.83 1.50 0.360 0.119 ( 0.197) 0.241 11 0.92 1.60 0.384 0.119 ( 0.210) 0.265 12 1.00 1.80 0.432 0.119 ( 0.236) 0.313 13 1.08 2.20 0.528 0.119 ( 0.288) 0.409 14 1.17 2.20 0.528 0.119 ( 0.288) 0.409 15 1.25 2.20 0.528 0.119 ( 0.288) 0.409 16 1.33 2.00 0.480 0.119 ( 0.262) 0.361 17 1.42 2.60 0.624 0.119 ( 0.341) 0.505 18 1.50 2.70 0.648 0.119 ( 0.354) 0.529 19 1.58 2.40 0.576 0.119 ( 0.315) 0.457 20 1.67 2.70 0.648 0.119 ( 0.354) 0.529 21 1.75 3.30 0.792 0.119 ( 0.433) 0.673 22 1.83 3.10 0.744 0.119 ( 0.406) 0.625 23 1.92 2.90 0.696 0.119 ( 0.380) 0.577 24 2.00 3.00 0.720 0.119 ( 0.393) 0.601 25 2.08 3.10 0.744 0.119 ( 0.406) 0.625 26 2.17 4.20 1.008 0.119 ( 0.551) 0.889 27 2.25 5.00 1.200 0.119 ( 0.656) 1.081 28 2.33 3.50 0.840 0.119 ( 0.459) 0.721 29 2.42 6.80 1.632 0.119 ( 0.892) 1.513 30 2.50 7.30 1.752 0.119 ( 0.957) 1.633 31 2.58 8.20 1.968 0.119 ( 1.075) 1.849 32 2.67 5.90 1.416 0.119 ( 0.774) 1.297 33 2.75 2.00 0.480 0.119 ( 0.262) 0.361 34 2.83 1.80 0.432 0.119 ( 0.236) 0.313 35 2.92 1.80 0.432 0.119 ( 0.236) 0.313 36 3.00 0.60 0.144 ( 0.119) 0.079 0.065 (Loss Rate Not Used)
Sum = 100.0 Sum = 19.7 Flood volume = Effective rainfall 1.65(In)
times area 14.2(Ac.)/[(In)/(Ft.)] = 1.9(Ac.Ft) Total soil loss = 0.35(In)
Total soil loss = 0.418(Ac.Ft)
Total rainfall = 2.00(In)
Flood volume = 84650.1 Cubic Feet
Total soil loss = 18217.8 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 25.366(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 - 100 YEAR 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) = 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 = 100.00 %
Adjusted average point rain = 3.000(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-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 ( 0.119) 0.098 0.082 2 0.17 0.60 0.216 ( 0.119) 0.118 0.098 3 0.25 0.60 0.216 ( 0.119) 0.118 0.098 4 0.33 0.60 0.216 ( 0.119) 0.118 0.098 5 0.42 0.60 0.216 ( 0.119) 0.118 0.098 6 0.50 0.70 0.252 0.119 ( 0.138) 0.133 7 0.58 0.70 0.252 0.119 ( 0.138) 0.133 8 0.67 0.70 0.252 0.119 ( 0.138) 0.133 9 0.75 0.70 0.252 0.119 ( 0.138) 0.133 10 0.83 0.70 0.252 0.119 ( 0.138) 0.133 11 0.92 0.70 0.252 0.119 ( 0.138) 0.133 12 1.00 0.80 0.288 0.119 ( 0.157) 0.169 13 1.08 0.80 0.288 0.119 ( 0.157) 0.169 14 1.17 0.80 0.288 0.119 ( 0.157) 0.169 15 1.25 0.80 0.288 0.119 ( 0.157) 0.169 16 1.33 0.80 0.288 0.119 ( 0.157) 0.169 17 1.42 0.80 0.288 0.119 ( 0.157) 0.169 18 1.50 0.80 0.288 0.119 ( 0.157) 0.169 19 1.58 0.80 0.288 0.119 ( 0.157) 0.169 20 1.67 0.80 0.288 0.119 ( 0.157) 0.169 21 1.75 0.80 0.288 0.119 ( 0.157) 0.169 22 1.83 0.80 0.288 0.119 ( 0.157) 0.169 23 1.92 0.80 0.288 0.119 ( 0.157) 0.169 24 2.00 0.90 0.324 0.119 ( 0.177) 0.205 25 2.08 0.80 0.288 0.119 ( 0.157) 0.169 26 2.17 0.90 0.324 0.119 ( 0.177) 0.205 27 2.25 0.90 0.324 0.119 ( 0.177) 0.205 28 2.33 0.90 0.324 0.119 ( 0.177) 0.205 29 2.42 0.90 0.324 0.119 ( 0.177) 0.205 30 2.50 0.90 0.324 0.119 ( 0.177) 0.205 31 2.58 0.90 0.324 0.119 ( 0.177) 0.205 32 2.67 0.90 0.324 0.119 ( 0.177) 0.205 33 2.75 1.00 0.360 0.119 ( 0.197) 0.241 34 2.83 1.00 0.360 0.119 ( 0.197) 0.241 35 2.92 1.00 0.360 0.119 ( 0.197) 0.241 36 3.00 1.00 0.360 0.119 ( 0.197) 0.241 37 3.08 1.00 0.360 0.119 ( 0.197) 0.241 38 3.17 1.10 0.396 0.119 ( 0.216) 0.277 39 3.25 1.10 0.396 0.119 ( 0.216) 0.277 40 3.33 1.10 0.396 0.119 ( 0.216) 0.277 41 3.42 1.20 0.432 0.119 ( 0.236) 0.313 42 3.50 1.30 0.468 0.119 ( 0.256) 0.349 43 3.58 1.40 0.504 0.119 ( 0.275) 0.385 44 3.67 1.40 0.504 0.119 ( 0.275) 0.385 45 3.75 1.50 0.540 0.119 ( 0.295) 0.421 46 3.83 1.50 0.540 0.119 ( 0.295) 0.421 47 3.92 1.60 0.576 0.119 ( 0.315) 0.457 48 4.00 1.60 0.576 0.119 ( 0.315) 0.457 49 4.08 1.70 0.612 0.119 ( 0.334) 0.493 50 4.17 1.80 0.648 0.119 ( 0.354) 0.529 51 4.25 1.90 0.684 0.119 ( 0.374) 0.565 52 4.33 2.00 0.720 0.119 ( 0.393) 0.601 53 4.42 2.10 0.756 0.119 ( 0.413) 0.637 54 4.50 2.10 0.756 0.119 ( 0.413) 0.637 55 4.58 2.20 0.792 0.119 ( 0.433) 0.673 56 4.67 2.30 0.828 0.119 ( 0.452) 0.709 57 4.75 2.40 0.864 0.119 ( 0.472) 0.745 58 4.83 2.40 0.864 0.119 ( 0.472) 0.745 59 4.92 2.50 0.900 0.119 ( 0.492) 0.781 60 5.00 2.60 0.936 0.119 ( 0.511) 0.817 61 5.08 3.10 1.116 0.119 ( 0.610) 0.997 62 5.17 3.60 1.296 0.119 ( 0.708) 1.177 63 5.25 3.90 1.404 0.119 ( 0.767) 1.285 64 5.33 4.20 1.512 0.119 ( 0.826) 1.393 65 5.42 4.70 1.692 0.119 ( 0.924) 1.573 66 5.50 5.60 2.016 0.119 ( 1.101) 1.897 67 5.58 1.90 0.684 0.119 ( 0.374) 0.565 68 5.67 0.90 0.324 0.119 ( 0.177) 0.205 69 5.75 0.60 0.216 ( 0.119) 0.118 0.098 70 5.83 0.50 0.180 ( 0.119) 0.098 0.082 71 5.92 0.30 0.108 ( 0.119) 0.059 0.049 72 6.00 0.20 0.072 ( 0.119) 0.039 0.033 (Loss Rate Not Used)
Sum = 100.0 Sum = 27.6 Flood volume = Effective rainfall 2.30(In)
times area 14.2(Ac.)/[(In)/(Ft.)] = 2.7(Ac.Ft) Total soil loss = 0.70(In)
Total soil loss = 0.826(Ac.Ft)
Total rainfall = 3.00(In)
Flood volume = 118325.3 Cubic Feet
Total soil loss = 35978.5 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 25.528(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 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0053 0.77 VQ | | | | 0+10 0.0144 1.32 VQ | | | | 0+15 0.0240 1.40 VQ | | | | 0+20 0.0337 1.40 VQ | | | | 0+25 0.0433 1.40 VQ | | | | 0+30 0.0552 1.73 V Q | | | | 0+35 0.0683 1.90 |VQ | | | | 0+40 0.0814 1.90 |VQ | | | | 0+45 0.0944 1.90 |VQ | | | | 0+50 0.1075 1.90 |VQ | | | | 0+55 0.1206 1.90 |VQ | | | | 1+ 0 0.1360 2.24 | Q | | | | 1+ 5 0.1526 2.41 | VQ | | | | 1+10 0.1692 2.41 | VQ | | | | 1+15 0.1858 2.41 | VQ | | | | 1+20 0.2024 2.41 | VQ | | | | 1+25 0.2190 2.41 | Q | | | | 1+30 0.2356 2.41 | Q | | | | 1+35 0.2523 2.41 | Q | | | | 1+40 0.2689 2.41 | Q | | | | 1+45 0.2855 2.41 | QV | | | | 1+50 0.3021 2.41 | QV | | | | 1+55 0.3187 2.41 | QV | | | | 2+ 0 0.3377 2.75 | QV | | | | 2+ 5 0.3555 2.59 | Q V | | | | 2+10 0.3744 2.75 | Q V | | | | 2+15 0.3946 2.93 | Q V | | | | 2+20 0.4147 2.93 | Q V | | | | 2+25 0.4349 2.93 | Q V | | | | 2+30 0.4550 2.93 | Q V | | | | 2+35 0.4752 2.93 | Q V | | | | 2+40 0.4953 2.93 | Q V | | | | 2+45 0.5178 3.27 | Q V | | | | 2+50 0.5415 3.44 | Q V | | | | 2+55 0.5652 3.44 | Q V | | | | 3+ 0 0.5889 3.44 | Q V | | | | 3+ 5 0.6126 3.44 | Q V| | | | 3+10 0.6386 3.78 | Q V| | | | 3+15 0.6659 3.95 | Q V| | | | 3+20 0.6931 3.95 | Q V | | | 3+25 0.7227 4.29 | Q V | | | 3+30 0.7558 4.81 | Q |V | | | 3+35 0.7925 5.32 | Q |V | | | 3+40 0.8303 5.50 | Q | V | | | 3+45 0.8705 5.84 | Q | V | | | 3+50 0.9119 6.01 | Q | V | | | 3+55 0.9557 6.35 | Q | V | | | 4+ 0 1.0006 6.53 | Q | V | | | 4+ 5 1.0479 6.87 | Q| V | | | 4+10 1.0988 7.38 | Q| V | | | 4+15 1.1531 7.89 | Q V | | | 4+20 1.2111 8.41 | |Q V | | | 4+25 1.2725 8.92 | |Q V | | | 4+30 1.3352 9.10 | | Q V| | | 4+35 1.4002 9.44 | | Q V | | 4+40 1.4687 9.95 | | Q |V | | 4+45 1.5408 10.47 | | Q | V | | 4+50 1.6141 10.64 | | Q | V | | 4+55 1.6897 10.98 | | Q | V | | 5+ 0 1.7689 11.50 | | Q | V | | 5+ 5 1.8609 13.37 | | Q | V | | 5+10 1.9707 15.94 | | |Q V| | 5+15 2.0935 17.83 | | | Q V | 5+20 2.2270 19.38 | | | Q | V | 5+25 2.3757 21.60 | | | Q | V | 5+30 2.5515 25.53 | | | | Q V | 5+35 2.6516 14.53 | | Q| | V| 5+40 2.6838 4.67 | Q | | | V| 5+45 2.6970 1.92 | Q | | | V| 5+50 2.7056 1.25 |Q | | | V| 5+55 2.7115 0.86 |Q | | | V| 6+ 0 2.7153 0.55 Q | | | V| 6+ 5 2.7164 0.16 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: PRC10024100.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 - 100 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) = 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 %

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

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

68.4 84.0 0.198 0.442 0.119 1.000 0.119 Sum (F) = 0.119
Area averaged mean soil loss (F) (In/Hr) = 0.119
Minimum soil loss rate ((In/Hr)) = 0.060
(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 0.040 ( 0.210) 0.022 0.018 2 0.50 0.30 0.060 ( 0.208) 0.033 0.027 3 0.75 0.30 0.060 ( 0.206) 0.033 0.027 4 1.00 0.40 0.080 ( 0.203) 0.044 0.036 5 1.25 0.30 0.060 ( 0.201) 0.033 0.027 6 1.50 0.30 0.060 ( 0.198) 0.033 0.027 7 1.75 0.30 0.060 ( 0.196) 0.033 0.027 8 2.00 0.40 0.080 ( 0.194) 0.044 0.036 9 2.25 0.40 0.080 ( 0.191) 0.044 0.036 10 2.50 0.40 0.080 ( 0.189) 0.044 0.036 11 2.75 0.50 0.100 ( 0.187) 0.055 0.045 12 3.00 0.50 0.100 ( 0.184) 0.055 0.045 13 3.25 0.50 0.100 ( 0.182) 0.055 0.045 14 3.50 0.50 0.100 ( 0.180) 0.055 0.045 15 3.75 0.50 0.100 ( 0.178) 0.055 0.045 16 4.00 0.60 0.120 ( 0.175) 0.066 0.054 17 4.25 0.60 0.120 ( 0.173) 0.066 0.054 18 4.50 0.70 0.140 ( 0.171) 0.076 0.064 19 4.75 0.70 0.140 ( 0.169) 0.076 0.064 20 5.00 0.80 0.160 ( 0.167) 0.087 0.073 21 5.25 0.60 0.120 ( 0.164) 0.066 0.054 22 5.50 0.70 0.140 ( 0.162) 0.076 0.064 23 5.75 0.80 0.160 ( 0.160) 0.087 0.073 24 6.00 0.80 0.160 ( 0.158) 0.087 0.073 25 6.25 0.90 0.180 ( 0.156) 0.098 0.082 26 6.50 0.90 0.180 ( 0.154) 0.098 0.082 27 6.75 1.00 0.200 ( 0.152) 0.109 0.091 28 7.00 1.00 0.200 ( 0.150) 0.109 0.091 29 7.25 1.00 0.200 ( 0.148) 0.109 0.091 30 7.50 1.10 0.220 ( 0.146) 0.120 0.100 31 7.75 1.20 0.240 ( 0.144) 0.131 0.109 32 8.00 1.30 0.260 0.142 ( 0.142) 0.118 33 8.25 1.50 0.300 0.140 ( 0.164) 0.160 34 8.50 1.50 0.300 0.138 ( 0.164) 0.162 35 8.75 1.60 0.320 0.136 ( 0.175) 0.184 36 9.00 1.70 0.340 0.134 ( 0.186) 0.206 37 9.25 1.90 0.380 0.132 ( 0.208) 0.248 38 9.50 2.00 0.400 0.130 ( 0.219) 0.270 39 9.75 2.10 0.420 0.128 ( 0.229) 0.292 40 10.00 2.20 0.440 0.126 ( 0.240) 0.314 41 10.25 1.50 0.300 0.125 ( 0.164) 0.175 42 10.50 1.50 0.300 0.123 ( 0.164) 0.177 43 10.75 2.00 0.400 0.121 ( 0.219) 0.279 44 11.00 2.00 0.400 0.119 ( 0.219) 0.281 45 11.25 1.90 0.380 0.118 ( 0.208) 0.262 46 11.50 1.90 0.380 0.116 ( 0.208) 0.264 47 11.75 1.70 0.340 0.114 ( 0.186) 0.226 48 12.00 1.80 0.360 0.112 ( 0.197) 0.248 49 12.25 2.50 0.500 0.111 ( 0.273) 0.389 50 12.50 2.60 0.520 0.109 ( 0.284) 0.411 51 12.75 2.80 0.560 0.107 ( 0.306) 0.453 52 13.00 2.90 0.580 0.106 ( 0.317) 0.474 53 13.25 3.40 0.680 0.104 ( 0.371) 0.576 54 13.50 3.40 0.680 0.103 ( 0.371) 0.577 55 13.75 2.30 0.460 0.101 ( 0.251) 0.359 56 14.00 2.30 0.460 0.100 ( 0.251) 0.360 57 14.25 2.70 0.540 0.098 ( 0.295) 0.442 58 14.50 2.60 0.520 0.096 ( 0.284) 0.423 59 14.75 2.60 0.520 0.095 ( 0.284) 0.425 60 15.00 2.50 0.500 0.094 ( 0.273) 0.406 61 15.25 2.40 0.480 0.092 ( 0.262) 0.388 62 15.50 2.30 0.460 0.091 ( 0.251) 0.369 63 15.75 1.90 0.380 0.089 ( 0.208) 0.291 64 16.00 1.90 0.380 0.088 ( 0.208) 0.292 65 16.25 0.40 0.080 ( 0.087) 0.044 0.036 66 16.50 0.40 0.080 ( 0.085) 0.044 0.036 67 16.75 0.30 0.060 ( 0.084) 0.033 0.027 68 17.00 0.30 0.060 ( 0.083) 0.033 0.027 69 17.25 0.50 0.100 ( 0.081) 0.055 0.045 70 17.50 0.50 0.100 ( 0.080) 0.055 0.045 71 17.75 0.50 0.100 ( 0.079) 0.055 0.045 72 18.00 0.40 0.080 ( 0.078) 0.044 0.036 73 18.25 0.40 0.080 ( 0.077) 0.044 0.036 74 18.50 0.40 0.080 ( 0.076) 0.044 0.036 75 18.75 0.30 0.060 ( 0.075) 0.033 0.027 76 19.00 0.20 0.040 ( 0.073) 0.022 0.018 77 19.25 0.30 0.060 ( 0.072) 0.033 0.027 78 19.50 0.40 0.080 ( 0.071) 0.044 0.036 79 19.75 0.30 0.060 ( 0.070) 0.033 0.027 80 20.00 0.20 0.040 ( 0.070) 0.022 0.018 81 20.25 0.30 0.060 ( 0.069) 0.033 0.027 82 20.50 0.30 0.060 ( 0.068) 0.033 0.027 83 20.75 0.30 0.060 ( 0.067) 0.033 0.027 84 21.00 0.20 0.040 ( 0.066) 0.022 0.018 85 21.25 0.30 0.060 ( 0.065) 0.033 0.027 86 21.50 0.20 0.040 ( 0.065) 0.022 0.018 87 21.75 0.30 0.060 ( 0.064) 0.033 0.027 88 22.00 0.20 0.040 ( 0.063) 0.022 0.018 89 22.25 0.30 0.060 ( 0.063) 0.033 0.027 90 22.50 0.20 0.040 ( 0.062) 0.022 0.018 91 22.75 0.20 0.040 ( 0.061) 0.022 0.018 92 23.00 0.20 0.040 ( 0.061) 0.022 0.018 93 23.25 0.20 0.040 ( 0.060) 0.022 0.018 94 23.50 0.20 0.040 ( 0.060) 0.022 0.018 95 23.75 0.20 0.040 ( 0.060) 0.022 0.018 96 24.00 0.20 0.040 ( 0.060) 0.022 0.018 (Loss Rate Not Used)
Sum = 100.0 Sum = 13.1 Flood volume = Effective rainfall 3.28(In)
times area 14.2(Ac.)/[(In)/(Ft.)] = 3.9(Ac.Ft) Total soil loss = 1.72(In)
Total soil loss = 2.032(Ac.Ft)
Total rainfall = 5.00(In)
Flood volume = 168657.1 Cubic Feet
Total soil loss = 88521.3 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 8.250(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 0.0054 0.26 VQ | | | | 0+30 0.0134 0.39 VQ | | | | 0+45 0.0214 0.39 VQ | | | | 1+ 0 0.0321 0.52 V Q | | | | 1+15 0.0402 0.39 VQ | | | | 1+30 0.0482 0.39 VQ | | | | 1+45 0.0562 0.39 VQ | | | | 2+ 0 0.0670 0.52 V Q | | | | 2+15 0.0777 0.52 V Q | | | | 2+30 0.0884 0.52 V Q | | | | 2+45 0.1018 0.65 VQ | | | | 3+ 0 0.1152 0.65 |VQ | | | | 3+15 0.1286 0.65 |VQ | | | | 3+30 0.1420 0.65 |VQ | | | | 3+45 0.1554 0.65 |VQ | | | | 4+ 0 0.1714 0.78 |V Q | | | | 4+15 0.1875 0.78 |V Q | | | | 4+30 0.2062 0.91 | VQ | | | | 4+45 0.2250 0.91 | VQ | | | | 5+ 0 0.2464 1.04 | V Q | | | | 5+15 0.2625 0.78 | VQ | | | | 5+30 0.2812 0.91 | VQ | | | | 5+45 0.3027 1.04 | VQ | | | | 6+ 0 0.3241 1.04 | VQ | | | | 6+15 0.3482 1.17 | VQ | | | | 6+30 0.3723 1.17 | VQ | | | | 6+45 0.3991 1.30 | VQ | | | | 7+ 0 0.4259 1.30 | VQ | | | | 7+15 0.4527 1.30 | VQ | | | | 7+30 0.4821 1.43 | VQ | | | | 7+45 0.5143 1.56 | VQ | | | | 8+ 0 0.5492 1.69 | VQ | | | | 8+15 0.5965 2.29 | V Q| | | | 8+30 0.6444 2.32 | V Q| | | | 8+45 0.6987 2.63 | V Q | | | 9+ 0 0.7596 2.94 | V |Q | | | 9+15 0.8328 3.54 | V | Q | | | 9+30 0.9124 3.86 | V| Q | | | 9+45 0.9985 4.17 | V Q | | | 10+ 0 1.0911 4.48 | V Q | | | 10+15 1.1428 2.51 | QV | | | 10+30 1.1951 2.53 | Q V | | | 10+45 1.2775 3.99 | | V Q | | | 11+ 0 1.3603 4.01 | | V Q | | | 11+15 1.4378 3.75 | | VQ | | | 11+30 1.5158 3.77 | | Q | | | 11+45 1.5825 3.23 | | Q V | | | 12+ 0 1.6556 3.54 | | Q V | | | 12+15 1.7705 5.56 | | V | Q | | 12+30 1.8919 5.87 | | V| Q | | 12+45 2.0255 6.47 | | V Q | | 13+ 0 2.1654 6.78 | | | V Q | | 13+15 2.3354 8.23 | | | V | Q | 13+30 2.5059 8.25 | | | V | Q | 13+45 2.6118 5.13 | | Q V | | 14+ 0 2.7183 5.15 | | Q V | | 14+15 2.8487 6.32 | | | Q V| | 14+30 2.9737 6.05 | | | Q V | 14+45 3.0992 6.07 | | | Q | V | 15+ 0 3.2192 5.81 | | | Q | V | 15+15 3.3337 5.54 | | | Q | V | 15+30 3.4427 5.28 | | |Q | V | 15+45 3.5285 4.15 | | Q | | V | 16+ 0 3.6147 4.17 | | Q | | V | 16+15 3.6254 0.52 | Q | | | V | 16+30 3.6361 0.52 | Q | | | V | 16+45 3.6442 0.39 |Q | | | V | 17+ 0 3.6522 0.39 |Q | | | V | 17+15 3.6656 0.65 | Q | | | V | 17+30 3.6790 0.65 | Q | | | V | 17+45 3.6924 0.65 | Q | | | V | 18+ 0 3.7031 0.52 | Q | | | V | 18+15 3.7138 0.52 | Q | | | V | 18+30 3.7245 0.52 | Q | | | V | 18+45 3.7326 0.39 |Q | | | V | 19+ 0 3.7379 0.26 |Q | | | V | 19+15 3.7459 0.39 |Q | | | V | 19+30 3.7567 0.52 | Q | | | V | 19+45 3.7647 0.39 |Q | | | V | 20+ 0 3.7700 0.26 |Q | | | V | 20+15 3.7781 0.39 |Q | | | V| 20+30 3.7861 0.39 |Q | | | V| 20+45 3.7942 0.39 |Q | | | V| 21+ 0 3.7995 0.26 |Q | | | V| 21+15 3.8075 0.39 |Q | | | V| 21+30 3.8129 0.26 |Q | | | V| 21+45 3.8209 0.39 |Q | | | V| 22+ 0 3.8263 0.26 |Q | | | V| 22+15 3.8343 0.39 |Q | | | V| 22+30 3.8397 0.26 |Q | | | V| 22+45 3.8450 0.26 |Q | | | V| 23+ 0 3.8504 0.26 |Q | | | V| 23+15 3.8558 0.26 |Q | | | V| 23+30 3.8611 0.26 |Q | | | V| 23+45 3.8665 0.26 |Q | | | V| 24+ 0 3.8718 0.26 |Q | | | V| ----------------------------------------------------------------------- Preliminary Hydrology Analysis – Golden Meadows – Tract 31194 – Major Modification

Page 3 ends

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

Page 3 ends

Section 3
· Area ‘D’ – 2 Year Pre-Development Condition – Rational Method

Page 1 of 2 ends

H:\00546\Planning\Drainage\Parts\CivilD\Area D\EX - Rational\EXD002.out.docx

Riverside County Rational Hydrology Program

CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/30/21 File:EXD002.out ------------------------------------------------------------------------ TRACT 31194 - 'GOLDEN MEADOWS' HYDROLOGY STUDY – AREA ‘D’ EXISTING CONDITION - RATIONAL METHOD - 2 YEAR STORM

HUNSAKER & ASSOCIATES,
BY: BRIAN LOWELL, PE
------------------------------------------------------------------------ ********* Hydrology Study Control Information **********

English (in-lb) Units used in input data file

------------------------------------------------------------------------

Program License Serial Number 6406

------------------------------------------------------------------------ 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 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1778.000(Ft.)
Bottom (of initial area) elevation = 1553.000(Ft.)
Difference in elevation = 225.000(Ft.)
Slope = 0.22500 s(percent)= 22.50
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.320 min.

Rainfall intensity = 1.331(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.592
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 Initial subarea runoff = 7.879(CFS)

Page 2 of 2 ends

H:\00546\Planning\Drainage\Parts\CivilD\Area D\EX - Rational\EXD002.out.docx Total initial stream area = 10.000(Ac.)
Pervious area fraction = 1.000

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________ Top of natural channel elevation = 1553.000(Ft.)
End of natural channel elevation = 1527.000(Ft.)
Length of natural channel = 987.000(Ft.)
Estimated mean flow rate at midpoint of channel = 24.347(CFS)

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 = 5.13(Ft/s)

Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0263
Corrected/adjusted channel slope = 0.0263
Travel time = 3.21 min. TC = 14.53 min.

Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.565
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 = 1.166(In/Hr) for a 2.0 year storm Subarea runoff = 27.525(CFS) for 41.800(Ac.)
Total runoff = 35.404(CFS) Total area = 51.800(Ac.) End of computations, total study area = 51.80 (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 = 82.0

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

Page 3 ends

Section 3
· Area ‘D’ – 10 Year Pre-Development Condition – Rational Method

Page 1 of 2 ends

H:\00546\Planning\Drainage\Parts\CivilD\Area D\EX - Rational\EXD010.out.docx

Riverside County Rational Hydrology Program

CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/30/21 File:EXD010.out ------------------------------------------------------------------------ TRACT 31194 - 'GOLDEN MEADOWS' HYDROLOGY STUDY – AREA ‘D’ EXISTING CONDITION - RATIONAL METHOD - 10 YEAR STORM

HUNSAKER & ASSOCIATES,
BY: BRIAN LOWELL, PE
------------------------------------------------------------------------ ********* Hydrology Study Control Information **********

English (in-lb) Units used in input data file

------------------------------------------------------------------------

Program License Serial Number 6406

------------------------------------------------------------------------ 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

Rainfall intensity = 2.078(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.789
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 Initial subarea runoff = 16.393(CFS)

Page 2 of 2 ends

H:\00546\Planning\Drainage\Parts\CivilD\Area D\EX - Rational\EXD010.out.docx Total initial stream area = 10.000(Ac.)
Pervious area fraction = 1.000

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 = 6.31(Ft/s)

Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.778
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 = 1.862(In/Hr) for a 10.0 year storm Subarea runoff = 60.524(CFS) for 41.800(Ac.)
Total runoff = 76.917(CFS) Total area = 51.800(Ac.) End of computations, total study area = 51.80 (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 = 82.0

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

Page 3 ends

Section 3
· Area ‘D’ – 100 Year Pre-Development Condition – Rational Method

Riverside County Rational Hydrology Program

CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/30/21 File:EXD100.out ------------------------------------------------------------------------ TRACT 31194 - 'GOLDEN MEADOWS' HYDROLOGY STUDY – AREA ‘D’ EXISTING CONDITION - RATIONAL METHOD - 100 YEAR STORM

HUNSAKER & ASSOCIATES,
BY: BRIAN LOWELL, PE
------------------------------------------------------------------------ ********* Hydrology Study Control Information **********

English (in-lb) Units used in input data file

------------------------------------------------------------------------

Program License Serial Number 6406

------------------------------------------------------------------------ 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

Rainfall intensity = 3.147(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.869
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 Initial subarea runoff = 27.339(CFS)
Total initial stream area = 10.000(Ac.)
Pervious area fraction = 1.000

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 = 7.33(Ft/s)

Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.866
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 = 2.859(In/Hr) for a 100.0 year storm Subarea runoff = 103.463(CFS) for 41.800(Ac.)
Total runoff = 130.801(CFS) Total area = 51.800(Ac.) End of computations, total study area = 51.80 (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 = 82.0

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

Page 3 ends

Section 3
· Area ‘D’ – 2 Year Post-Development Condition – Rational Method

Riverside County Rational Hydrology Program

CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 05/18/21 File:PRD002.out ------------------------------------------------------------------------ TRACT 31194 - 'GOLDEN MEADOWS' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘D’
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 470.000 to Point/Station 471.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1566.100(Ft.)
Bottom (of initial area) elevation = 1546.000(Ft.)
Difference in elevation = 20.100(Ft.)
Slope = 0.02010 s(percent)= 2.01
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.503 min.

Rainfall intensity = 1.212(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.602
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 = 3.826(CFS)
Total initial stream area = 5.240(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 471.000 to Point/Station 439.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1538.000(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 353.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.826(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.826(CFS)
Normal flow depth in pipe = 9.26(In.)
Flow top width inside pipe = 10.08(In.)
Critical Depth = 9.98(In.)
Pipe flow velocity = 5.89(Ft/s)
Travel time through pipe = 1.00 min.

Time of concentration (TC) = 14.50 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 471.000 to Point/Station 439.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 5.240(Ac.)
Runoff from this stream = 3.826(CFS)
Time of concentration = 14.50 min.

Rainfall intensity = 1.167(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 473.000 to Point/Station 443.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 759.000(Ft.)
Top (of initial area) elevation = 1552.000(Ft.)
Bottom (of initial area) elevation = 1539.800(Ft.)
Difference in elevation = 12.200(Ft.)
Slope = 0.01607 s(percent)= 1.61
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.646 min.

Rainfall intensity = 1.255(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.606
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 = 3.141(CFS)
Total initial stream area = 4.130(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 443.000 to Point/Station 439.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1533.800(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 28.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.141(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.141(CFS)
Normal flow depth in pipe = 7.66(In.)
Flow top width inside pipe = 11.53(In.)
Critical Depth = 9.11(In.)
Pipe flow velocity = 5.93(Ft/s)
Travel time through pipe = 0.08 min.

Time of concentration (TC) = 12.72 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 443.000 to Point/Station 439.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.130(Ac.)
Runoff from this stream = 3.141(CFS)
Time of concentration = 12.72 min.

Rainfall intensity = 1.251(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 474.000 to Point/Station 441.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 96.000(Ft.)
Top (of initial area) elevation = 1543.200(Ft.)
Bottom (of initial area) elevation = 1539.800(Ft.)
Difference in elevation = 3.400(Ft.)
Slope = 0.03542 s(percent)= 3.54
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes.

Initial area time of concentration = 5.000 min.

Rainfall intensity = 2.053(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.752
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 1) = 57.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.154(CFS)
Total initial stream area = 0.100(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 441.000 to Point/Station 439.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1533.800(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 31.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.154(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.154(CFS)
Normal flow depth in pipe = 2.01(In.)
Flow top width inside pipe = 5.66(In.)
Critical Depth = 2.35(In.)
Pipe flow velocity = 2.67(Ft/s)
Travel time through pipe = 0.19 min.

Time of concentration (TC) = 5.19 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 441.000 to Point/Station 439.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.100(Ac.)
Runoff from this stream = 0.154(CFS)
Time of concentration = 5.19 min.

Rainfall intensity = 2.012(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 3.826 14.50 1.167
2 3.141 12.72 1.251
3 0.154 5.19 2.012
Largest stream flow has longer time of concentration
Qp = 3.826 + sum of
Qb Ia/Ib

3.141 * 0.933 = 2.930
Qb Ia/Ib

0.154 * 0.580 = 0.090
Qp = 6.846

Total of 3 streams to confluence:

Flow rates before confluence point:

3.826 3.141 0.154
Area of streams before confluence:

5.240 4.130 0.100
Results of confluence:

Total flow rate = 6.846(CFS)
Time of concentration = 14.502 min.

Effective stream area after confluence = 9.470(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 439.000 to Point/Station 444.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1533.400(Ft.)
Downstream point/station elevation = 1532.500(Ft.)
Pipe length = 72.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.846(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 6.846(CFS)
Normal flow depth in pipe = 11.65(In.)
Flow top width inside pipe = 12.50(In.)
Critical Depth = 12.60(In.)
Pipe flow velocity = 6.70(Ft/s)
Travel time through pipe = 0.18 min.

Time of concentration (TC) = 14.68 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 439.000 to Point/Station 444.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 9.470(Ac.)
Runoff from this stream = 6.846(CFS)
Time of concentration = 14.68 min.

Rainfall intensity = 1.160(In/Hr)
Program is now starting with Main Stream No. 2

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 445.000 to Point/Station 446.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 42.000(Ft.)
Top (of initial area) elevation = 1540.500(Ft.)
Bottom (of initial area) elevation = 1539.400(Ft.)
Difference in elevation = 1.100(Ft.)
Slope = 0.02619 s(percent)= 2.62
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes.

Initial area time of concentration = 5.000 min.

Rainfall intensity = 2.053(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.659
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 = 0.081(CFS)
Total initial stream area = 0.060(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 446.000 to Point/Station 447.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1533.800(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.081(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.081(CFS)
Normal flow depth in pipe = 1.13(In.)
Flow top width inside pipe = 8.73(In.)
Critical Depth = 1.25(In.)
Pipe flow velocity = 1.77(Ft/s)
Travel time through pipe = 0.38 min.

Time of concentration (TC) = 5.38 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 446.000 to Point/Station 447.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.060(Ac.)
Runoff from this stream = 0.081(CFS)
Time of concentration = 5.38 min.

Rainfall intensity = 1.975(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 448.000 to Point/Station 449.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 640.000(Ft.)
Top (of initial area) elevation = 1587.200(Ft.)
Bottom (of initial area) elevation = 1540.300(Ft.)
Difference in elevation = 46.900(Ft.)
Slope = 0.07328 s(percent)= 7.33
TC = k(0.710)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.876 min.

Rainfall intensity = 1.113(In/Hr) for a 2.0 year storm UNDEVELOPED (fair cover) subarea
Runoff Coefficient = 0.462
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) = 55.80
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.313(CFS)
Total initial stream area = 0.610(Ac.)
Pervious area fraction = 1.000

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 449.000 to Point/Station 447.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1533.800(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.313(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.313(CFS)
Normal flow depth in pipe = 2.07(In.)
Flow top width inside pipe = 11.48(In.)
Critical depth could not be calculated.

Pipe flow velocity = 2.78(Ft/s)
Travel time through pipe = 0.21 min.

Time of concentration (TC) = 16.09 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 449.000 to Point/Station 447.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.610(Ac.)
Runoff from this stream = 0.313(CFS)
Time of concentration = 16.09 min.

Rainfall intensity = 1.105(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 0.081 5.38 1.975
2 0.313 16.09 1.105
Largest stream flow has longer time of concentration
Qp = 0.313 + sum of
Qb Ia/Ib

0.081 * 0.559 = 0.045
Qp = 0.359

Total of 2 streams to confluence:

Flow rates before confluence point:

0.081 0.313
Area of streams before confluence:

0.060 0.610
Results of confluence:

Total flow rate = 0.359(CFS)
Time of concentration = 16.085 min.

Effective stream area after confluence = 0.670(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 447.000 to Point/Station 444.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1533.400(Ft.)
Downstream point/station elevation = 1532.500(Ft.)
Pipe length = 89.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.359(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 0.359(CFS)
Normal flow depth in pipe = 2.10(In.)
Flow top width inside pipe = 13.57(In.)
Critical depth could not be calculated.

Pipe flow velocity = 2.67(Ft/s)
Travel time through pipe = 0.56 min.

Time of concentration (TC) = 16.64 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 447.000 to Point/Station 444.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 0.670(Ac.)
Runoff from this stream = 0.359(CFS)
Time of concentration = 16.64 min.

Rainfall intensity = 1.085(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 6.846 14.68 1.160
2 0.359 16.64 1.085
Largest stream flow has longer or shorter time of concentration Qp = 6.846 + sum of
Qa Tb/Ta

0.359 * 0.882 = 0.317
Qp = 7.163

Total of 2 main streams to confluence:

Flow rates before confluence point:

6.846 0.359
Area of streams before confluence:

9.470 0.670

Results of confluence:

Total flow rate = 7.163(CFS)
Time of concentration = 14.681 min.

Effective stream area after confluence = 10.140(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 444.000 to Point/Station 450.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1532.500(Ft.)
Downstream point/station elevation = 1532.000(Ft.)
Pipe length = 46.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.163(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 7.163(CFS)
Normal flow depth in pipe = 9.07(In.)
Flow top width inside pipe = 23.27(In.)
Critical Depth = 11.40(In.)
Pipe flow velocity = 6.58(Ft/s)
Travel time through pipe = 0.12 min.

Time of concentration (TC) = 14.80 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 444.000 to Point/Station 450.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.140(Ac.)
Runoff from this stream = 7.163(CFS)
Time of concentration = 14.80 min.

Rainfall intensity = 1.155(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 451.000 to Point/Station 452.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 388.000(Ft.)
Top (of initial area) elevation = 1543.800(Ft.)
Bottom (of initial area) elevation = 1540.100(Ft.)
Difference in elevation = 3.700(Ft.)
Slope = 0.00954 s(percent)= 0.95
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.733 min.

Rainfall intensity = 1.369(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.615
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 = 0.219(CFS)
Total initial stream area = 0.260(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 452.000 to Point/Station 450.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1532.700(Ft.)
Downstream point/station elevation = 1532.000(Ft.)
Pipe length = 38.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.219(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.219(CFS)
Normal flow depth in pipe = 1.56(In.)
Flow top width inside pipe = 10.12(In.)
Critical Depth = 2.05(In.)
Pipe flow velocity = 2.95(Ft/s)
Travel time through pipe = 0.21 min.

Time of concentration (TC) = 10.95 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 452.000 to Point/Station 450.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.260(Ac.)
Runoff from this stream = 0.219(CFS)
Time of concentration = 10.95 min.

Rainfall intensity = 1.355(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 7.163 14.80 1.155
2 0.219 10.95 1.355
Largest stream flow has longer time of concentration
Qp = 7.163 + sum of
Qb Ia/Ib

0.219 * 0.852 = 0.187
Qp = 7.350

Total of 2 streams to confluence:

Flow rates before confluence point:

7.163 0.219
Area of streams before confluence:

10.140 0.260
Results of confluence:

Total flow rate = 7.350(CFS)
Time of concentration = 14.798 min.

Effective stream area after confluence = 10.400(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 459.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1532.000(Ft.)
Downstream point/station elevation = 1526.000(Ft.)
Pipe length = 418.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.350(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 7.350(CFS)
Normal flow depth in pipe = 7.38(In.)
Flow top width inside pipe = 29.06(In.)
Critical Depth = 10.24(In.)
Pipe flow velocity = 7.05(Ft/s)
Travel time through pipe = 0.99 min.

Time of concentration (TC) = 15.79 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 459.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.400(Ac.)
Runoff from this stream = 7.350(CFS)
Time of concentration = 15.79 min.

Rainfall intensity = 1.116(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 418.000 to Point/Station 419.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 332.000(Ft.)
Top (of initial area) elevation = 1544.200(Ft.)
Bottom (of initial area) elevation = 1539.000(Ft.)
Difference in elevation = 5.200(Ft.)
Slope = 0.01566 s(percent)= 1.57
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.132 min.

Rainfall intensity = 1.492(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.719
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 1) = 57.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.469(CFS)
Total initial stream area = 1.370(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 419.000 to Point/Station 459.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1531.000(Ft.)
Downstream point/station elevation = 1526.000(Ft.)
Pipe length = 54.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.469(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.469(CFS)
Normal flow depth in pipe = 2.63(In.)
Flow top width inside pipe = 12.71(In.)
Critical Depth = 5.44(In.)
Pipe flow velocity = 9.19(Ft/s)
Travel time through pipe = 0.10 min.

Time of concentration (TC) = 9.23 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 419.000 to Point/Station 459.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.370(Ac.)
Runoff from this stream = 1.469(CFS)
Time of concentration = 9.23 min.

Rainfall intensity = 1.483(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 7.350 15.79 1.116
2 1.469 9.23 1.483
Largest stream flow has longer time of concentration
Qp = 7.350 + sum of
Qb Ia/Ib

1.469 * 0.752 = 1.105
Qp = 8.455

Total of 2 streams to confluence:

Flow rates before confluence point:

7.350 1.469
Area of streams before confluence:

10.400 1.370
Results of confluence:

Total flow rate = 8.455(CFS)
Time of concentration = 15.785 min.

Effective stream area after confluence = 11.770(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 459.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1526.000(Ft.)
Downstream point/station elevation = 1523.700(Ft.)
Pipe length = 316.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.455(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 8.455(CFS)
Normal flow depth in pipe = 9.38(In.)
Flow top width inside pipe = 31.60(In.)
Critical Depth = 11.00(In.)
Pipe flow velocity = 5.77(Ft/s)
Travel time through pipe = 0.91 min.

Time of concentration (TC) = 16.70 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 459.000 to Point/Station 420.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 11.770(Ac.)
Runoff from this stream = 8.455(CFS)
Time of concentration = 16.70 min.

Rainfall intensity = 1.083(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 422.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 508.000(Ft.)
Top (of initial area) elevation = 1541.200(Ft.)
Bottom (of initial area) elevation = 1535.400(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.01142 s(percent)= 1.14
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.532 min.

Rainfall intensity = 1.318(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.664
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.400
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.600
RI index for soil(AMC 1) = 47.88
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.451(CFS)
Total initial stream area = 2.800(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1528.300(Ft.)
Downstream point/station elevation = 1523.700(Ft.)
Pipe length = 52.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.451(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.451(CFS)
Normal flow depth in pipe = 3.41(In.)
Flow top width inside pipe = 14.11(In.)
Critical Depth = 7.10(In.)
Pipe flow velocity = 10.53(Ft/s)
Travel time through pipe = 0.08 min.

Time of concentration (TC) = 11.61 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 420.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.800(Ac.)
Runoff from this stream = 2.451(CFS)
Time of concentration = 11.61 min.

Rainfall intensity = 1.313(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 8.455 16.70 1.083
2 2.451 11.61 1.313
Largest stream flow has longer time of concentration
Qp = 8.455 + sum of
Qb Ia/Ib

2.451 * 0.825 = 2.022
Qp = 10.477

Total of 2 streams to confluence:

Flow rates before confluence point:

8.455 2.451
Area of streams before confluence:

11.770 2.800
Results of confluence:

Total flow rate = 10.477(CFS)
Time of concentration = 16.697 min.

Effective stream area after confluence = 14.570(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 417.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1523.700(Ft.)
Downstream point/station elevation = 1521.000(Ft.)
Pipe length = 350.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.477(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 10.477(CFS)
Normal flow depth in pipe = 10.31(In.)
Flow top width inside pipe = 32.55(In.)
Critical Depth = 12.29(In.)
Pipe flow velocity = 6.27(Ft/s)
Travel time through pipe = 0.93 min.

Time of concentration (TC) = 17.63 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 417.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 14.570(Ac.)
Runoff from this stream = 10.477(CFS)
Time of concentration = 17.63 min.

Rainfall intensity = 1.053(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1545.700(Ft.)
Bottom (of initial area) elevation = 1530.400(Ft.)
Difference in elevation = 15.300(Ft.)
Slope = 0.01530 s(percent)= 1.53
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 14.260 min.

Rainfall intensity = 1.178(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.672
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.200
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.800
RI index for soil(AMC 1) = 52.44
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.842(CFS)
Total initial stream area = 3.590(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 417.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1523.300(Ft.)
Downstream point/station elevation = 1521.000(Ft.)
Pipe length = 26.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.842(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.842(CFS)
Normal flow depth in pipe = 3.67(In.)
Flow top width inside pipe = 14.50(In.)
Critical Depth = 7.68(In.)
Pipe flow velocity = 11.00(Ft/s)
Travel time through pipe = 0.04 min.

Time of concentration (TC) = 14.30 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 417.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.590(Ac.)
Runoff from this stream = 2.842(CFS)
Time of concentration = 14.30 min.

Rainfall intensity = 1.176(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 423.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 790.000(Ft.)
Top (of initial area) elevation = 1541.200(Ft.)
Bottom (of initial area) elevation = 1530.400(Ft.)
Difference in elevation = 10.800(Ft.)
Slope = 0.01367 s(percent)= 1.37
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.273 min.

Rainfall intensity = 1.224(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 = 0.900
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.100
RI index for soil(AMC 1) = 37.90
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.422(CFS)
Total initial stream area = 1.900(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.000 to Point/Station 417.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1523.300(Ft.)
Downstream point/station elevation = 1521.000(Ft.)
Pipe length = 24.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.422(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.422(CFS)
Normal flow depth in pipe = 2.57(In.)
Flow top width inside pipe = 12.58(In.)
Critical Depth = 5.36(In.)
Pipe flow velocity = 9.21(Ft/s)
Travel time through pipe = 0.04 min.

Time of concentration (TC) = 13.32 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.000 to Point/Station 417.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.900(Ac.)
Runoff from this stream = 1.422(CFS)
Time of concentration = 13.32 min.

Rainfall intensity = 1.221(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 10.477 17.63 1.053
2 2.842 14.30 1.176
3 1.422 13.32 1.221
Largest stream flow has longer time of concentration
Qp = 10.477 + sum of
Qb Ia/Ib

2.842 * 0.895 = 2.543
Qb Ia/Ib

1.422 * 0.862 = 1.225
Qp = 14.246

Total of 3 streams to confluence:

Flow rates before confluence point:

10.477 2.842 1.422
Area of streams before confluence:

14.570 3.590 1.900
Results of confluence:

Total flow rate = 14.246(CFS)
Time of concentration = 17.628 min.

Effective stream area after confluence = 20.060(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 414.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1521.000(Ft.)
Downstream point/station elevation = 1518.500(Ft.)
Pipe length = 388.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.246(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 14.246(CFS)
Normal flow depth in pipe = 11.39(In.)
Flow top width inside pipe = 40.84(In.)
Critical Depth = 13.24(In.)
Pipe flow velocity = 6.24(Ft/s)
Travel time through pipe = 1.04 min.

Time of concentration (TC) = 18.66 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 414.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 20.060(Ac.)
Runoff from this stream = 14.246(CFS)
Time of concentration = 18.66 min.

Rainfall intensity = 1.021(In/Hr)
Program is now starting with Main Stream No. 2

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 490.000(Ft.)
Top (of initial area) elevation = 1545.600(Ft.)
Bottom (of initial area) elevation = 1540.400(Ft.)
Difference in elevation = 5.200(Ft.)
Slope = 0.01061 s(percent)= 1.06
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.534 min.

Rainfall intensity = 1.318(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.640
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) = 42.50
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.527(CFS)
Total initial stream area = 1.810(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1540.400(Ft.)
End of street segment elevation = 1532.700(Ft.)
Length of street segment = 763.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 3.277(CFS) Depth of flow = 0.299(Ft.), Average velocity = 2.664(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 10.700(Ft.)
Flow velocity = 2.66(Ft/s)
Travel time = 4.77 min. TC = 16.31 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.641
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.300
Decimal fraction soil group C = 0.400
Decimal fraction soil group D = 0.300
RI index for soil(AMC 1) = 47.28
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.097(In/Hr) for a 2.0 year storm Subarea runoff = 3.411(CFS) for 4.850(Ac.)
Total runoff = 4.938(CFS) Total area = 6.660(Ac.) Street flow at end of street = 4.938(CFS)
Half street flow at end of street = 4.938(CFS)
Depth of flow = 0.338(Ft.), Average velocity = 2.939(Ft/s) Flow width (from curb towards crown)= 12.629(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1532.700(Ft.)
End of street segment elevation = 1529.300(Ft.)
Length of street segment = 380.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 5.471(CFS) Depth of flow = 0.354(Ft.), Average velocity = 2.879(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 13.474(Ft.)
Flow velocity = 2.88(Ft/s)
Travel time = 2.20 min. TC = 18.51 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.599
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.100
Decimal fraction soil group D = 0.100
RI index for soil(AMC 1) = 39.20
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.026(In/Hr) for a 2.0 year storm Subarea runoff = 1.014(CFS) for 1.650(Ac.)
Total runoff = 5.952(CFS) Total area = 8.310(Ac.) Street flow at end of street = 5.952(CFS)
Half street flow at end of street = 5.952(CFS)
Depth of flow = 0.364(Ft.), Average velocity = 2.938(Ft/s) Flow width (from curb towards crown)= 13.931(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1522.800(Ft.)
Downstream point/station elevation = 1522.100(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.952(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.952(CFS)
Normal flow depth in pipe = 7.92(In.)
Flow top width inside pipe = 17.87(In.)
Critical Depth = 11.31(In.)
Pipe flow velocity = 7.94(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 18.58 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 8.310(Ac.)
Runoff from this stream = 5.952(CFS)
Time of concentration = 18.58 min.

Rainfall intensity = 1.024(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 405.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 530.000(Ft.)
Top (of initial area) elevation = 1545.600(Ft.)
Bottom (of initial area) elevation = 1540.600(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.00943 s(percent)= 0.94
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.185 min.

Rainfall intensity = 1.280(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 = 0.800
Decimal fraction soil group C = 0.200
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 38.60
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.006(CFS)
Total initial stream area = 2.530(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1540.600(Ft.)
End of street segment elevation = 1532.700(Ft.)
Length of street segment = 777.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 2.843(CFS) Depth of flow = 0.287(Ft.), Average velocity = 2.584(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 10.077(Ft.)
Flow velocity = 2.58(Ft/s)
Travel time = 5.01 min. TC = 17.20 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.662
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.600
Decimal fraction soil group D = 0.400
RI index for soil(AMC 1) = 52.68
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.067(In/Hr) for a 2.0 year storm Subarea runoff = 1.624(CFS) for 2.300(Ac.)
Total runoff = 3.630(CFS) Total area = 4.830(Ac.) Street flow at end of street = 3.630(CFS)
Half street flow at end of street = 3.630(CFS)
Depth of flow = 0.308(Ft.), Average velocity = 2.738(Ft/s) Flow width (from curb towards crown)= 11.140(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 407.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1532.700(Ft.)
End of street segment elevation = 1529.300(Ft.)
Length of street segment = 343.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 4.775(CFS) Depth of flow = 0.335(Ft.), Average velocity = 2.896(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 12.506(Ft.)
Flow velocity = 2.90(Ft/s)
Travel time = 1.97 min. TC = 19.17 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.621
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.100
Decimal fraction soil group D = 0.400
RI index for soil(AMC 1) = 44.90
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.007(In/Hr) for a 2.0 year storm Subarea runoff = 2.234(CFS) for 3.570(Ac.)
Total runoff = 5.864(CFS) Total area = 8.400(Ac.) Street flow at end of street = 5.864(CFS)
Half street flow at end of street = 5.864(CFS)
Depth of flow = 0.356(Ft.), Average velocity = 3.043(Ft/s) Flow width (from curb towards crown)= 13.571(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1522.800(Ft.)
Downstream point/station elevation = 1522.100(Ft.)
Pipe length = 36.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.864(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 5.864(CFS)
Normal flow depth in pipe = 7.01(In.)
Flow top width inside pipe = 21.82(In.)
Critical Depth = 10.26(In.)
Pipe flow velocity = 7.68(Ft/s)
Travel time through pipe = 0.08 min.

Time of concentration (TC) = 19.25 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 404.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 8.400(Ac.)
Runoff from this stream = 5.864(CFS)
Time of concentration = 19.25 min.

Rainfall intensity = 1.005(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 409.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 395.000(Ft.)
Top (of initial area) elevation = 1533.500(Ft.)
Bottom (of initial area) elevation = 1529.200(Ft.)
Difference in elevation = 4.300(Ft.)
Slope = 0.01089 s(percent)= 1.09
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.528 min.

Rainfall intensity = 1.383(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.659
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) = 45.60
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.985(CFS)
Total initial stream area = 1.080(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 409.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1522.800(Ft.)
Downstream point/station elevation = 1522.100(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.985(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.985(CFS)
Normal flow depth in pipe = 3.34(In.)
Flow top width inside pipe = 13.99(In.)
Critical Depth = 4.43(In.)
Pipe flow velocity = 4.36(Ft/s)
Travel time through pipe = 0.17 min.

Time of concentration (TC) = 10.70 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 409.000 to Point/Station 404.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 3
Stream flow area = 1.080(Ac.)
Runoff from this stream = 0.985(CFS)
Time of concentration = 10.70 min.

Rainfall intensity = 1.372(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 5.952 18.58 1.024
2 5.864 19.25 1.005
3 0.985 10.70 1.372
Largest stream flow has longer or shorter time of concentration Qp = 5.952 + sum of
Qa Tb/Ta

5.864 * 0.965 = 5.660
Qb Ia/Ib

0.985 * 0.746 = 0.735
Qp = 12.347

Total of 3 streams to confluence:

Flow rates before confluence point:

5.952 5.864 0.985
Area of streams before confluence:

8.310 8.400 1.080
Results of confluence:

Total flow rate = 12.347(CFS)
Time of concentration = 18.581 min.

Effective stream area after confluence = 17.790(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1522.100(Ft.)
Downstream point/station elevation = 1518.700(Ft.)
Pipe length = 322.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.347(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 12.347(CFS)
Normal flow depth in pipe = 11.12(In.)
Flow top width inside pipe = 28.98(In.)
Critical Depth = 14.13(In.)
Pipe flow velocity = 7.46(Ft/s)
Travel time through pipe = 0.72 min.

Time of concentration (TC) = 19.30 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 410.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 17.790(Ac.)
Runoff from this stream = 12.347(CFS)
Time of concentration = 19.30 min.

Rainfall intensity = 1.003(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 412.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 515.000(Ft.)
Top (of initial area) elevation = 1531.500(Ft.)
Bottom (of initial area) elevation = 1525.700(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.01126 s(percent)= 1.13
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.627 min.

Rainfall intensity = 1.312(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.689
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.500
RI index for soil(AMC 1) = 53.40
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.039(CFS)
Total initial stream area = 1.150(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 412.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1518.900(Ft.)
Downstream point/station elevation = 1518.700(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.039(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.039(CFS)
Normal flow depth in pipe = 3.82(In.)
Flow top width inside pipe = 14.72(In.)
Critical Depth = 4.56(In.)
Pipe flow velocity = 3.79(Ft/s)
Travel time through pipe = 0.09 min.

Time of concentration (TC) = 11.71 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 412.000 to Point/Station 410.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.150(Ac.)
Runoff from this stream = 1.039(CFS)
Time of concentration = 11.71 min.

Rainfall intensity = 1.307(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 413.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 311.000(Ft.)
Top (of initial area) elevation = 1528.400(Ft.)
Bottom (of initial area) elevation = 1525.700(Ft.)
Difference in elevation = 2.700(Ft.)
Slope = 0.00868 s(percent)= 0.87
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.010 min.

Rainfall intensity = 1.421(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.636
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) = 39.80
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.003(CFS)
Total initial stream area = 1.110(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1518.900(Ft.)
Downstream point/station elevation = 1518.700(Ft.)
Pipe length = 25.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.003(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.003(CFS)
Normal flow depth in pipe = 3.97(In.)
Flow top width inside pipe = 14.93(In.)
Critical Depth = 4.47(In.)
Pipe flow velocity = 3.47(Ft/s)
Travel time through pipe = 0.12 min.

Time of concentration (TC) = 10.13 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 410.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 3
Stream flow area = 1.110(Ac.)
Runoff from this stream = 1.003(CFS)
Time of concentration = 10.13 min.

Rainfall intensity = 1.412(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 12.347 19.30 1.003
2 1.039 11.71 1.307
3 1.003 10.13 1.412
Largest stream flow has longer time of concentration
Qp = 12.347 + sum of
Qb Ia/Ib

1.039 * 0.768 = 0.798
Qb Ia/Ib

1.003 * 0.711 = 0.713
Qp = 13.858

Total of 3 streams to confluence:

Flow rates before confluence point:

12.347 1.039 1.003
Area of streams before confluence:

17.790 1.150 1.110
Results of confluence:

Total flow rate = 13.858(CFS)
Time of concentration = 19.300 min.

Effective stream area after confluence = 20.050(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 414.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1518.700(Ft.)
Downstream point/station elevation = 1518.500(Ft.)
Pipe length = 55.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.858(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 13.858(CFS)
Normal flow depth in pipe = 20.02(In.)
Flow top width inside pipe = 17.86(In.)
Critical Depth = 16.09(In.)
Pipe flow velocity = 4.95(Ft/s)
Travel time through pipe = 0.19 min.

Time of concentration (TC) = 19.49 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 414.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 20.050(Ac.)
Runoff from this stream = 13.858(CFS)
Time of concentration = 19.49 min.

Rainfall intensity = 0.998(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 14.246 18.66 1.021
2 13.858 19.49 0.998
Largest stream flow has longer or shorter time of concentration Qp = 14.246 + sum of
Qa Tb/Ta

13.858 * 0.958 = 13.273
Qp = 27.519

Total of 2 main streams to confluence:

Flow rates before confluence point:

14.246 13.858
Area of streams before confluence:

20.060 20.050

Results of confluence:

Total flow rate = 27.519(CFS)
Time of concentration = 18.664 min.

Effective stream area after confluence = 40.110(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 424.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1518.500(Ft.)
Downstream point/station elevation = 1515.200(Ft.)
Pipe length = 235.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 27.519(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 27.519(CFS)
Normal flow depth in pipe = 20.30(In.)
Flow top width inside pipe = 17.34(In.)
Critical Depth = 21.83(In.)
Pipe flow velocity = 9.71(Ft/s)
Travel time through pipe = 0.40 min.

Time of concentration (TC) = 19.07 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 424.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 40.110(Ac.)
Runoff from this stream = 27.519(CFS)
Time of concentration = 19.07 min.

Rainfall intensity = 1.010(In/Hr)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 425.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 597.000(Ft.)
Top (of initial area) elevation = 1533.500(Ft.)
Bottom (of initial area) elevation = 1525.600(Ft.)
Difference in elevation = 7.900(Ft.)
Slope = 0.01323 s(percent)= 1.32
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.943 min.

Rainfall intensity = 1.294(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.663
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.300
Decimal fraction soil group C = 0.300
Decimal fraction soil group D = 0.400
RI index for soil(AMC 1) = 48.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.512(CFS)
Total initial stream area = 2.930(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 425.000 to Point/Station 424.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1519.600(Ft.)
Downstream point/station elevation = 1515.200(Ft.)
Pipe length = 63.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.512(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.512(CFS)
Normal flow depth in pipe = 4.89(In.)
Flow top width inside pipe = 8.97(In.)
Critical Depth = 8.32(In.)
Pipe flow velocity = 10.24(Ft/s)
Travel time through pipe = 0.10 min.

Time of concentration (TC) = 12.05 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 425.000 to Point/Station 424.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.930(Ac.)
Runoff from this stream = 2.512(CFS)
Time of concentration = 12.05 min.

Rainfall intensity = 1.288(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 27.519 19.07 1.010
2 2.512 12.05 1.288
Largest stream flow has longer time of concentration
Qp = 27.519 + sum of
Qb Ia/Ib

2.512 * 0.784 = 1.969
Qp = 29.489

Total of 2 streams to confluence:

Flow rates before confluence point:

27.519 2.512
Area of streams before confluence:

40.110 2.930
Results of confluence:

Total flow rate = 29.489(CFS)
Time of concentration = 19.068 min.

Effective stream area after confluence = 43.040(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 424.000 to Point/Station 426.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1515.200(Ft.)
Downstream point/station elevation = 1515.100(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 29.489(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 29.489(CFS)
Normal flow depth in pipe = 25.08(In.)
Flow top width inside pipe = 22.22(In.)
Critical Depth = 22.22(In.)
Pipe flow velocity = 6.73(Ft/s)
Travel time through pipe = 0.05 min.

Time of concentration (TC) = 19.12 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 424.000 to Point/Station 426.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 43.040(Ac.)
Runoff from this stream = 29.489(CFS)
Time of concentration = 19.12 min.

Rainfall intensity = 1.008(In/Hr)
Program is now starting with Main Stream No. 2

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 427.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 708.000(Ft.)
Top (of initial area) elevation = 1530.400(Ft.)
Bottom (of initial area) elevation = 1525.700(Ft.)
Difference in elevation = 4.700(Ft.)
Slope = 0.00664 s(percent)= 0.66
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 14.678 min.

Rainfall intensity = 1.160(In/Hr) for a 2.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.640
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) = 45.60
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.443(CFS)
Total initial stream area = 4.640(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 427.000 to Point/Station 428.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1525.700(Ft.)
End of street segment elevation = 1521.200(Ft.)
Length of street segment = 760.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 4.137(CFS) Depth of flow = 0.347(Ft.), Average velocity = 2.301(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 13.089(Ft.)
Flow velocity = 2.30(Ft/s)
Travel time = 5.51 min. TC = 20.18 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.672
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 1) = 57.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 0.980(In/Hr) for a 2.0 year storm Subarea runoff = 1.304(CFS) for 1.980(Ac.)
Total runoff = 4.747(CFS) Total area = 6.620(Ac.) Street flow at end of street = 4.747(CFS)
Half street flow at end of street = 4.747(CFS)
Depth of flow = 0.361(Ft.), Average velocity = 2.379(Ft/s) Flow width (from curb towards crown)= 13.823(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 428.000 to Point/Station 429.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1518.000(Ft.)
Downstream point/station elevation = 1515.000(Ft.)
Pipe length = 52.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.747(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.747(CFS)
Normal flow depth in pipe = 6.39(In.)
Flow top width inside pipe = 11.98(In.)
Critical Depth = 10.83(In.)
Pipe flow velocity = 11.18(Ft/s)
Travel time through pipe = 0.08 min.

Time of concentration (TC) = 20.26 min.

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 428.000 to Point/Station 429.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 6.620(Ac.)
Runoff from this stream = 4.747(CFS)
Time of concentration = 20.26 min.

Rainfall intensity = 0.978(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 29.489 19.12 1.008
2 4.747 20.26 0.978
Largest stream flow has longer or shorter time of concentration Qp = 29.489 + sum of
Qa Tb/Ta

4.747 * 0.944 = 4.479
Qp = 33.968

Total of 2 main streams to confluence:

Flow rates before confluence point:

29.489 4.747
Area of streams before confluence:

43.040 6.620

Results of confluence:

Total flow rate = 33.968(CFS)
Time of concentration = 19.117 min.

Effective stream area after confluence = 49.660(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 428.000 to Point/Station 429.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.486
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.300
Decimal fraction soil group D = 0.700
RI index for soil(AMC 1) = 60.84
Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 19.12 min.

Rainfall intensity = 1.008(In/Hr) for a 2.0 year storm Subarea runoff = 2.378(CFS) for 4.850(Ac.)
Total runoff = 36.346(CFS) Total area = 54.510(Ac.) End of computations, total study area = 54.51 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.550
Area averaged RI index number = 65.7

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

Page 3 ends

Section 3
· Area ‘D’ – 10 Year Post-Development Condition – Rational Method

Riverside County Rational Hydrology Program

CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 05/18/21 File:PRD010.out ------------------------------------------------------------------------ TRACT 31194 - 'GOLDEN MEADOWS' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘D’
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

Rainfall intensity = 1.893(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.740
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 = 7.335(CFS)
Total initial stream area = 5.240(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 471.000 to Point/Station 439.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1538.000(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 353.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.335(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 7.335(CFS)
Normal flow depth in pipe = 12.23(In.)
Flow top width inside pipe = 11.63(In.)
Critical Depth = 12.96(In.)
Pipe flow velocity = 6.85(Ft/s)
Travel time through pipe = 0.86 min.

Time of concentration (TC) = 14.36 min.

Rainfall intensity = 1.832(In/Hr)

Rainfall intensity = 1.960(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.743
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 = 6.015(CFS)
Total initial stream area = 4.130(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 443.000 to Point/Station 439.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1533.800(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 28.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.015(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 6.015(CFS)
Normal flow depth in pipe = 9.96(In.)
Flow top width inside pipe = 14.17(In.)
Critical Depth = 11.89(In.)
Pipe flow velocity = 6.96(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 12.71 min.

Rainfall intensity = 1.954(In/Hr)

Initial area time of concentration = 5.000 min.

Rainfall intensity = 3.204(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.845
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.271(CFS)
Total initial stream area = 0.100(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 441.000 to Point/Station 439.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1533.800(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 31.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.271(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.271(CFS)
Normal flow depth in pipe = 2.74(In.)
Flow top width inside pipe = 5.98(In.)
Critical Depth = 3.15(In.)
Pipe flow velocity = 3.12(Ft/s)
Travel time through pipe = 0.17 min.

Time of concentration (TC) = 5.17 min.

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

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 7.335 14.36 1.832
2 6.015 12.71 1.954
3 0.271 5.17 3.149
Largest stream flow has longer time of concentration
Qp = 7.335 + sum of
Qb Ia/Ib

6.015 * 0.937 = 5.638
Qb Ia/Ib

0.271 * 0.582 = 0.158
Qp = 13.131

Total of 3 streams to confluence:

Flow rates before confluence point:

7.335 6.015 0.271
Area of streams before confluence:

5.240 4.130 0.100
Results of confluence:

Total flow rate = 13.131(CFS)
Time of concentration = 14.362 min.

Effective stream area after confluence = 9.470(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 439.000 to Point/Station 444.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1533.400(Ft.)
Downstream point/station elevation = 1532.500(Ft.)
Pipe length = 72.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.131(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 13.131(CFS)
Normal flow depth in pipe = 13.45(In.)
Flow top width inside pipe = 20.15(In.)
Critical Depth = 16.19(In.)
Pipe flow velocity = 8.06(Ft/s)
Travel time through pipe = 0.15 min.

Time of concentration (TC) = 14.51 min.

In Main Stream number: 1
Stream flow area = 9.470(Ac.)
Runoff from this stream = 13.131(CFS)
Time of concentration = 14.51 min.

Rainfall intensity = 1.822(In/Hr)
Program is now starting with Main Stream No. 2

Initial area time of concentration = 5.000 min.

Rainfall intensity = 3.204(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.789
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 = 0.152(CFS)
Total initial stream area = 0.060(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 446.000 to Point/Station 447.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1533.800(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.152(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.152(CFS)
Normal flow depth in pipe = 1.51(In.)
Flow top width inside pipe = 9.98(In.)
Critical Depth = 1.72(In.)
Pipe flow velocity = 2.13(Ft/s)
Travel time through pipe = 0.31 min.

Time of concentration (TC) = 5.31 min.

Rainfall intensity = 3.103(In/Hr)

Rainfall intensity = 1.737(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea
Runoff Coefficient = 0.709
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) = 74.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.751(CFS)
Total initial stream area = 0.610(Ac.)
Pervious area fraction = 1.000

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 449.000 to Point/Station 447.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1533.800(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.751(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.751(CFS)
Normal flow depth in pipe = 3.15(In.)
Flow top width inside pipe = 13.68(In.)
Critical Depth = 3.85(In.)
Pipe flow velocity = 3.61(Ft/s)
Travel time through pipe = 0.16 min.

Time of concentration (TC) = 16.04 min.

Rainfall intensity = 1.728(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 0.152 5.31 3.103
2 0.751 16.04 1.728
Largest stream flow has longer time of concentration
Qp = 0.751 + sum of
Qb Ia/Ib

0.152 * 0.557 = 0.084
Qp = 0.836

Total of 2 streams to confluence:

Flow rates before confluence point:

0.152 0.751
Area of streams before confluence:

0.060 0.610
Results of confluence:

Total flow rate = 0.836(CFS)
Time of concentration = 16.037 min.

Effective stream area after confluence = 0.670(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 447.000 to Point/Station 444.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1533.400(Ft.)
Downstream point/station elevation = 1532.500(Ft.)
Pipe length = 89.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.836(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 0.836(CFS)
Normal flow depth in pipe = 3.14(In.)
Flow top width inside pipe = 16.19(In.)
Critical depth could not be calculated.

Pipe flow velocity = 3.44(Ft/s)
Travel time through pipe = 0.43 min.

Time of concentration (TC) = 16.47 min.

In Main Stream number: 2
Stream flow area = 0.670(Ac.)
Runoff from this stream = 0.836(CFS)
Time of concentration = 16.47 min.

Rainfall intensity = 1.704(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 13.131 14.51 1.822
2 0.836 16.47 1.704
Largest stream flow has longer or shorter time of concentration Qp = 13.131 + sum of
Qa Tb/Ta

0.836 * 0.881 = 0.736
Qp = 13.868

Total of 2 main streams to confluence:

Flow rates before confluence point:

13.131 0.836
Area of streams before confluence:

9.470 0.670

Results of confluence:

Total flow rate = 13.868(CFS)
Time of concentration = 14.511 min.

Effective stream area after confluence = 10.140(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 444.000 to Point/Station 450.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1532.500(Ft.)
Downstream point/station elevation = 1532.000(Ft.)
Pipe length = 46.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.868(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 13.868(CFS)
Normal flow depth in pipe = 13.23(In.)
Flow top width inside pipe = 23.87(In.)
Critical Depth = 16.11(In.)
Pipe flow velocity = 7.81(Ft/s)
Travel time through pipe = 0.10 min.

Time of concentration (TC) = 14.61 min.

Rainfall intensity = 1.815(In/Hr)

Rainfall intensity = 2.137(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.752
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 = 0.418(CFS)
Total initial stream area = 0.260(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 452.000 to Point/Station 450.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1532.700(Ft.)
Downstream point/station elevation = 1532.000(Ft.)
Pipe length = 38.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.418(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.418(CFS)
Normal flow depth in pipe = 2.12(In.)
Flow top width inside pipe = 11.60(In.)
Critical Depth = 2.85(In.)
Pipe flow velocity = 3.58(Ft/s)
Travel time through pipe = 0.18 min.

Time of concentration (TC) = 10.91 min.

Rainfall intensity = 2.119(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 13.868 14.61 1.815
2 0.418 10.91 2.119
Largest stream flow has longer time of concentration
Qp = 13.868 + sum of
Qb Ia/Ib

0.418 * 0.857 = 0.358
Qp = 14.226

Total of 2 streams to confluence:

Flow rates before confluence point:

13.868 0.418
Area of streams before confluence:

10.140 0.260
Results of confluence:

Total flow rate = 14.226(CFS)
Time of concentration = 14.609 min.

Effective stream area after confluence = 10.400(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 459.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1532.000(Ft.)
Downstream point/station elevation = 1526.000(Ft.)
Pipe length = 418.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.226(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 14.226(CFS)
Normal flow depth in pipe = 10.28(In.)
Flow top width inside pipe = 32.52(In.)
Critical Depth = 14.40(In.)
Pipe flow velocity = 8.54(Ft/s)
Travel time through pipe = 0.82 min.

Time of concentration (TC) = 15.42 min.

Rainfall intensity = 1.764(In/Hr)

Rainfall intensity = 2.329(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.828
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.641(CFS)
Total initial stream area = 1.370(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 419.000 to Point/Station 459.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1531.000(Ft.)
Downstream point/station elevation = 1526.000(Ft.)
Pipe length = 54.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.641(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.641(CFS)
Normal flow depth in pipe = 3.50(In.)
Flow top width inside pipe = 14.24(In.)
Critical Depth = 7.38(In.)
Pipe flow velocity = 10.94(Ft/s)
Travel time through pipe = 0.08 min.

Time of concentration (TC) = 9.21 min.

Rainfall intensity = 2.318(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 14.226 15.42 1.764
2 2.641 9.21 2.318
Largest stream flow has longer time of concentration
Qp = 14.226 + sum of
Qb Ia/Ib

2.641 * 0.761 = 2.010
Qp = 16.236

Total of 2 streams to confluence:

Flow rates before confluence point:

14.226 2.641
Area of streams before confluence:

10.400 1.370
Results of confluence:

Total flow rate = 16.236(CFS)
Time of concentration = 15.424 min.

Effective stream area after confluence = 11.770(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 459.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1526.000(Ft.)
Downstream point/station elevation = 1523.700(Ft.)
Pipe length = 316.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 16.236(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 16.236(CFS)
Normal flow depth in pipe = 13.16(In.)
Flow top width inside pipe = 34.67(In.)
Critical Depth = 15.44(In.)
Pipe flow velocity = 6.94(Ft/s)
Travel time through pipe = 0.76 min.

Time of concentration (TC) = 16.18 min.

Rainfall intensity = 1.719(In/Hr)

Rainfall intensity = 2.058(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.793
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.400
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.600
RI index for soil(AMC 2) = 67.40
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.567(CFS)
Total initial stream area = 2.800(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1528.300(Ft.)
Downstream point/station elevation = 1523.700(Ft.)
Pipe length = 52.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.567(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.567(CFS)
Normal flow depth in pipe = 4.65(In.)
Flow top width inside pipe = 15.76(In.)
Critical Depth = 9.84(In.)
Pipe flow velocity = 12.63(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 11.60 min.

Rainfall intensity = 2.051(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 16.236 16.18 1.719
2 4.567 11.60 2.051
Largest stream flow has longer time of concentration
Qp = 16.236 + sum of
Qb Ia/Ib

4.567 * 0.838 = 3.828
Qp = 20.064

Total of 2 streams to confluence:

Flow rates before confluence point:

16.236 4.567
Area of streams before confluence:

11.770 2.800
Results of confluence:

Total flow rate = 20.064(CFS)
Time of concentration = 16.183 min.

Effective stream area after confluence = 14.570(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 417.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1523.700(Ft.)
Downstream point/station elevation = 1521.000(Ft.)
Pipe length = 350.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 20.064(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 20.064(CFS)
Normal flow depth in pipe = 14.53(In.)
Flow top width inside pipe = 35.33(In.)
Critical Depth = 17.24(In.)
Pipe flow velocity = 7.51(Ft/s)
Travel time through pipe = 0.78 min.

Time of concentration (TC) = 16.96 min.

Rainfall intensity = 1.677(In/Hr)

Rainfall intensity = 1.839(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.798
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.200
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.800
RI index for soil(AMC 2) = 71.20
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.267(CFS)
Total initial stream area = 3.590(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 417.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1523.300(Ft.)
Downstream point/station elevation = 1521.000(Ft.)
Pipe length = 26.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.267(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.267(CFS)
Normal flow depth in pipe = 5.00(In.)
Flow top width inside pipe = 16.12(In.)
Critical Depth = 10.62(In.)
Pipe flow velocity = 13.15(Ft/s)
Travel time through pipe = 0.03 min.

Time of concentration (TC) = 14.29 min.

Rainfall intensity = 1.836(In/Hr)

Rainfall intensity = 1.910(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.748
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.900
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.100
RI index for soil(AMC 2) = 57.90
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.716(CFS)
Total initial stream area = 1.900(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.000 to Point/Station 417.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1523.300(Ft.)
Downstream point/station elevation = 1521.000(Ft.)
Pipe length = 24.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.716(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.716(CFS)
Normal flow depth in pipe = 3.52(In.)
Flow top width inside pipe = 14.27(In.)
Critical Depth = 7.50(In.)
Pipe flow velocity = 11.16(Ft/s)
Travel time through pipe = 0.04 min.

Time of concentration (TC) = 13.31 min.

Rainfall intensity = 1.907(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 20.064 16.96 1.677
2 5.267 14.29 1.836
3 2.716 13.31 1.907
Largest stream flow has longer time of concentration
Qp = 20.064 + sum of
Qb Ia/Ib

5.267 * 0.913 = 4.810
Qb Ia/Ib

2.716 * 0.879 = 2.389
Qp = 27.263

Total of 3 streams to confluence:

Flow rates before confluence point:

20.064 5.267 2.716
Area of streams before confluence:

14.570 3.590 1.900
Results of confluence:

Total flow rate = 27.263(CFS)
Time of concentration = 16.960 min.

Effective stream area after confluence = 20.060(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 414.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1521.000(Ft.)
Downstream point/station elevation = 1518.500(Ft.)
Pipe length = 388.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 27.263(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 27.263(CFS)
Normal flow depth in pipe = 15.89(In.)
Flow top width inside pipe = 45.18(In.)
Critical Depth = 18.52(In.)
Pipe flow velocity = 7.51(Ft/s)
Travel time through pipe = 0.86 min.

Time of concentration (TC) = 17.82 min.

In Main Stream number: 1
Stream flow area = 20.060(Ac.)
Runoff from this stream = 27.263(CFS)
Time of concentration = 17.82 min.

Rainfall intensity = 1.634(In/Hr)
Program is now starting with Main Stream No. 2

Rainfall intensity = 2.057(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.774
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) = 62.50
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.882(CFS)
Total initial stream area = 1.810(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1540.400(Ft.)
End of street segment elevation = 1532.700(Ft.)
Length of street segment = 763.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 6.220(CFS) Depth of flow = 0.362(Ft.), Average velocity = 3.108(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 13.842(Ft.)
Flow velocity = 3.11(Ft/s)
Travel time = 4.09 min. TC = 15.63 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.777
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.300
Decimal fraction soil group C = 0.400
Decimal fraction soil group D = 0.300
RI index for soil(AMC 2) = 66.90
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.752(In/Hr) for a 10.0 year storm Subarea runoff = 6.600(CFS) for 4.850(Ac.)
Total runoff = 9.483(CFS) Total area = 6.660(Ac.) Street flow at end of street = 9.483(CFS)
Half street flow at end of street = 9.483(CFS)
Depth of flow = 0.412(Ft.), Average velocity = 3.445(Ft/s) Flow width (from curb towards crown)= 16.333(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1532.700(Ft.)
End of street segment elevation = 1529.300(Ft.)
Length of street segment = 380.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 10.531(CFS) Depth of flow = 0.433(Ft.), Average velocity = 3.378(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 17.414(Ft.)
Flow velocity = 3.38(Ft/s)
Travel time = 1.87 min. TC = 17.50 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.739
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.100
Decimal fraction soil group D = 0.100
RI index for soil(AMC 2) = 59.20
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.650(In/Hr) for a 10.0 year storm Subarea runoff = 2.011(CFS) for 1.650(Ac.)
Total runoff = 11.494(CFS) Total area = 8.310(Ac.) Street flow at end of street = 11.494(CFS)
Half street flow at end of street = 11.494(CFS)
Depth of flow = 0.445(Ft.), Average velocity = 3.452(Ft/s) Note: depth of flow exceeds top of street crown.

Flow width (from curb towards crown)= 18.000(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1522.800(Ft.)
Downstream point/station elevation = 1522.100(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.494(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 11.494(CFS)
Normal flow depth in pipe = 11.88(In.)
Flow top width inside pipe = 17.05(In.)
Critical Depth = 15.51(In.)
Pipe flow velocity = 9.28(Ft/s)
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 17.56 min.

Rainfall intensity = 1.646(In/Hr)

Rainfall intensity = 1.998(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 = 0.800
Decimal fraction soil group C = 0.200
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 58.60
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.822(CFS)
Total initial stream area = 2.530(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1540.600(Ft.)
End of street segment elevation = 1532.700(Ft.)
Length of street segment = 777.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 5.421(CFS) Depth of flow = 0.347(Ft.), Average velocity = 3.015(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 13.088(Ft.)
Flow velocity = 3.01(Ft/s)
Travel time = 4.30 min. TC = 16.48 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.793
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.600
Decimal fraction soil group D = 0.400
RI index for soil(AMC 2) = 71.40
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.703(In/Hr) for a 10.0 year storm Subarea runoff = 3.104(CFS) for 2.300(Ac.)
Total runoff = 6.926(CFS) Total area = 4.830(Ac.) Street flow at end of street = 6.926(CFS)
Half street flow at end of street = 6.926(CFS)
Depth of flow = 0.373(Ft.), Average velocity = 3.199(Ft/s) Flow width (from curb towards crown)= 14.421(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 407.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1532.700(Ft.)
End of street segment elevation = 1529.300(Ft.)
Length of street segment = 343.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 9.169(CFS) Depth of flow = 0.409(Ft.), Average velocity = 3.394(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 16.176(Ft.)
Flow velocity = 3.39(Ft/s)
Travel time = 1.68 min. TC = 18.17 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.761
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.100
Decimal fraction soil group D = 0.400
RI index for soil(AMC 2) = 64.90
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.617(In/Hr) for a 10.0 year storm Subarea runoff = 4.395(CFS) for 3.570(Ac.)
Total runoff = 11.321(CFS) Total area = 8.400(Ac.) Street flow at end of street = 11.321(CFS)
Half street flow at end of street = 11.321(CFS)
Depth of flow = 0.436(Ft.), Average velocity = 3.574(Ft/s) Flow width (from curb towards crown)= 17.558(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1522.800(Ft.)
Downstream point/station elevation = 1522.100(Ft.)
Pipe length = 36.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.321(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 11.321(CFS)
Normal flow depth in pipe = 9.94(In.)
Flow top width inside pipe = 23.64(In.)
Critical Depth = 14.49(In.)
Pipe flow velocity = 9.21(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 18.23 min.

Rainfall intensity = 1.614(In/Hr)

Rainfall intensity = 2.160(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.790
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) = 65.50
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.841(CFS)
Total initial stream area = 1.080(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 409.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1522.800(Ft.)
Downstream point/station elevation = 1522.100(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.841(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.841(CFS)
Normal flow depth in pipe = 4.56(In.)
Flow top width inside pipe = 15.66(In.)
Critical Depth = 6.13(In.)
Pipe flow velocity = 5.23(Ft/s)
Travel time through pipe = 0.14 min.

Time of concentration (TC) = 10.67 min.

Rainfall intensity = 2.144(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 11.494 17.56 1.646
2 11.321 18.23 1.614
3 1.841 10.67 2.144
Largest stream flow has longer or shorter time of concentration Qp = 11.494 + sum of
Qa Tb/Ta

11.321 * 0.963 = 10.907
Qb Ia/Ib

1.841 * 0.768 = 1.414
Qp = 23.815

Total of 3 streams to confluence:

Flow rates before confluence point:

11.494 11.321 1.841
Area of streams before confluence:

8.310 8.400 1.080
Results of confluence:

Total flow rate = 23.815(CFS)
Time of concentration = 17.563 min.

Effective stream area after confluence = 17.790(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1522.100(Ft.)
Downstream point/station elevation = 1518.700(Ft.)
Pipe length = 322.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 23.815(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 23.815(CFS)
Normal flow depth in pipe = 16.15(In.)
Flow top width inside pipe = 29.91(In.)
Critical Depth = 19.95(In.)
Pipe flow velocity = 8.85(Ft/s)
Travel time through pipe = 0.61 min.

Time of concentration (TC) = 18.17 min.

Rainfall intensity = 1.617(In/Hr)

Rainfall intensity = 2.049(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.809
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.500
RI index for soil(AMC 2) = 72.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.906(CFS)
Total initial stream area = 1.150(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 412.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1518.900(Ft.)
Downstream point/station elevation = 1518.700(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.906(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.906(CFS)
Normal flow depth in pipe = 5.19(In.)
Flow top width inside pipe = 16.31(In.)
Critical Depth = 6.23(In.)
Pipe flow velocity = 4.51(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 11.70 min.

Rainfall intensity = 2.042(In/Hr)

Rainfall intensity = 2.218(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.770
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) = 59.80
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.897(CFS)
Total initial stream area = 1.110(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1518.900(Ft.)
Downstream point/station elevation = 1518.700(Ft.)
Pipe length = 25.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.897(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.897(CFS)
Normal flow depth in pipe = 5.48(In.)
Flow top width inside pipe = 16.57(In.)
Critical Depth = 6.22(In.)
Pipe flow velocity = 4.16(Ft/s)
Travel time through pipe = 0.10 min.

Time of concentration (TC) = 10.11 min.

Rainfall intensity = 2.206(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 23.815 18.17 1.617
2 1.906 11.70 2.042
3 1.897 10.11 2.206
Largest stream flow has longer time of concentration
Qp = 23.815 + sum of
Qb Ia/Ib

1.906 * 0.792 = 1.510
Qb Ia/Ib

1.897 * 0.733 = 1.390
Qp = 26.715

Total of 3 streams to confluence:

Flow rates before confluence point:

23.815 1.906 1.897
Area of streams before confluence:

17.790 1.150 1.110
Results of confluence:

Total flow rate = 26.715(CFS)
Time of concentration = 18.170 min.

Effective stream area after confluence = 20.050(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 414.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1518.700(Ft.)
Downstream point/station elevation = 1518.500(Ft.)
Pipe length = 55.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 26.715(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 26.715(CFS)
Normal flow depth in pipe = 23.11(In.)
Flow top width inside pipe = 30.24(In.)
Critical Depth = 20.57(In.)
Pipe flow velocity = 6.01(Ft/s)
Travel time through pipe = 0.15 min.

Time of concentration (TC) = 18.32 min.

In Main Stream number: 2
Stream flow area = 20.050(Ac.)
Runoff from this stream = 26.715(CFS)
Time of concentration = 18.32 min.

Rainfall intensity = 1.610(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 27.263 17.82 1.634
2 26.715 18.32 1.610
Largest stream flow has longer or shorter time of concentration Qp = 27.263 + sum of
Qa Tb/Ta

26.715 * 0.973 = 25.984
Qp = 53.247

Total of 2 main streams to confluence:

Flow rates before confluence point:

27.263 26.715
Area of streams before confluence:

20.060 20.050

Results of confluence:

Total flow rate = 53.247(CFS)
Time of concentration = 17.821 min.

Effective stream area after confluence = 40.110(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 424.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1518.500(Ft.)
Downstream point/station elevation = 1515.200(Ft.)
Pipe length = 235.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 53.247(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 53.247(CFS)
Normal flow depth in pipe = 23.37(In.)
Flow top width inside pipe = 30.01(In.)
Critical Depth = 28.64(In.)
Pipe flow velocity = 11.84(Ft/s)
Travel time through pipe = 0.33 min.

Time of concentration (TC) = 18.15 min.

Rainfall intensity = 1.618(In/Hr)

Rainfall intensity = 2.020(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.791
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.300
Decimal fraction soil group C = 0.300
Decimal fraction soil group D = 0.400
RI index for soil(AMC 2) = 67.50
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.684(CFS)
Total initial stream area = 2.930(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 425.000 to Point/Station 424.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1519.600(Ft.)
Downstream point/station elevation = 1515.200(Ft.)
Pipe length = 63.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.684(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.684(CFS)
Normal flow depth in pipe = 5.98(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 10.79(In.)
Pipe flow velocity = 11.97(Ft/s)
Travel time through pipe = 0.09 min.

Time of concentration (TC) = 12.03 min.

Rainfall intensity = 2.012(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 53.247 18.15 1.618
2 4.684 12.03 2.012
Largest stream flow has longer time of concentration
Qp = 53.247 + sum of
Qb Ia/Ib

4.684 * 0.804 = 3.767
Qp = 57.014

Total of 2 streams to confluence:

Flow rates before confluence point:

53.247 4.684
Area of streams before confluence:

40.110 2.930
Results of confluence:

Total flow rate = 57.014(CFS)
Time of concentration = 18.152 min.

Effective stream area after confluence = 43.040(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 424.000 to Point/Station 426.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1515.200(Ft.)
Downstream point/station elevation = 1515.100(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 57.014(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 57.014(CFS)
Normal flow depth in pipe = 31.17(In.)
Flow top width inside pipe = 31.24(In.)
Critical Depth = 28.91(In.)
Pipe flow velocity = 8.02(Ft/s)
Travel time through pipe = 0.04 min.

Time of concentration (TC) = 18.19 min.

In Main Stream number: 1
Stream flow area = 43.040(Ac.)
Runoff from this stream = 57.014(CFS)
Time of concentration = 18.19 min.

Rainfall intensity = 1.616(In/Hr)
Program is now starting with Main Stream No. 2

Rainfall intensity = 1.811(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.774
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) = 65.50
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.505(CFS)
Total initial stream area = 4.640(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 427.000 to Point/Station 428.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1525.700(Ft.)
End of street segment elevation = 1521.200(Ft.)
Length of street segment = 760.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 7.781(CFS) Depth of flow = 0.421(Ft.), Average velocity = 2.684(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 16.776(Ft.)
Flow velocity = 2.68(Ft/s)
Travel time = 4.72 min. TC = 19.40 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.800
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.562(In/Hr) for a 10.0 year storm Subarea runoff = 2.475(CFS) for 1.980(Ac.)
Total runoff = 8.980(CFS) Total area = 6.620(Ac.) Street flow at end of street = 8.980(CFS)
Half street flow at end of street = 8.980(CFS)
Depth of flow = 0.440(Ft.), Average velocity = 2.780(Ft/s) Flow width (from curb towards crown)= 17.735(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 428.000 to Point/Station 429.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1518.000(Ft.)
Downstream point/station elevation = 1515.000(Ft.)
Pipe length = 52.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.980(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 8.980(CFS)
Normal flow depth in pipe = 8.19(In.)
Flow top width inside pipe = 14.94(In.)
Critical Depth = 13.86(In.)
Pipe flow velocity = 13.10(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 19.46 min.

In Main Stream number: 2
Stream flow area = 6.620(Ac.)
Runoff from this stream = 8.980(CFS)
Time of concentration = 19.46 min.

Rainfall intensity = 1.559(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 57.014 18.19 1.616
2 8.980 19.46 1.559
Largest stream flow has longer or shorter time of concentration Qp = 57.014 + sum of
Qa Tb/Ta

8.980 * 0.935 = 8.394
Qp = 65.407

Total of 2 main streams to confluence:

Flow rates before confluence point:

57.014 8.980
Area of streams before confluence:

43.040 6.620

Results of confluence:

Total flow rate = 65.407(CFS)
Time of concentration = 18.193 min.

Effective stream area after confluence = 49.660(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 428.000 to Point/Station 429.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.732
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.300
Decimal fraction soil group D = 0.700
RI index for soil(AMC 2) = 78.20
Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 18.19 min.

Rainfall intensity = 1.616(In/Hr) for a 10.0 year storm Subarea runoff = 5.735(CFS) for 4.850(Ac.)
Total runoff = 71.142(CFS) Total area = 54.510(Ac.) End of computations, total study area = 54.51 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.550
Area averaged RI index number = 65.7

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

Page 3 ends

Section 3
· Area ‘D’ – 100 Year Post-Development Condition – Rational Method

Riverside County Rational Hydrology Program

CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 05/18/21 File:PRD100.out ------------------------------------------------------------------------ TRACT 31194 - 'GOLDEN MEADOWS' MAJOR MODIFICATION
PRELIMINARY HYDROLOGY STUDY – AREA ‘D’
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

Rainfall intensity = 2.866(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.839
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 = 12.599(CFS)
Total initial stream area = 5.240(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 471.000 to Point/Station 439.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1538.000(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 353.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.599(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 12.599(CFS)
Normal flow depth in pipe = 12.90(In.)
Flow top width inside pipe = 20.44(In.)
Critical Depth = 15.86(In.)
Pipe flow velocity = 8.13(Ft/s)
Travel time through pipe = 0.72 min.

Time of concentration (TC) = 14.23 min.

Rainfall intensity = 2.788(In/Hr)

Rainfall intensity = 2.967(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.841
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 = 10.304(CFS)
Total initial stream area = 4.130(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 443.000 to Point/Station 439.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1533.800(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 28.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.304(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 10.304(CFS)
Normal flow depth in pipe = 12.41(In.)
Flow top width inside pipe = 16.66(In.)
Critical Depth = 14.82(In.)
Pipe flow velocity = 7.93(Ft/s)
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 12.70 min.

Rainfall intensity = 2.960(In/Hr)

Initial area time of concentration = 5.000 min.

Rainfall intensity = 4.852(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.884
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.429(CFS)
Total initial stream area = 0.100(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 441.000 to Point/Station 439.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1533.800(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 31.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.429(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.429(CFS)
Normal flow depth in pipe = 3.60(In.)
Flow top width inside pipe = 5.88(In.)
Critical Depth = 4.00(In.)
Pipe flow velocity = 3.48(Ft/s)
Travel time through pipe = 0.15 min.

Time of concentration (TC) = 5.15 min.

Rainfall intensity = 4.777(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 12.599 14.23 2.788
2 10.304 12.70 2.960
3 0.429 5.15 4.777
Largest stream flow has longer time of concentration
Qp = 12.599 + sum of
Qb Ia/Ib

10.304 * 0.942 = 9.704
Qb Ia/Ib

0.429 * 0.584 = 0.250
Qp = 22.553

Total of 3 streams to confluence:

Flow rates before confluence point:

12.599 10.304 0.429
Area of streams before confluence:

5.240 4.130 0.100
Results of confluence:

Total flow rate = 22.553(CFS)
Time of concentration = 14.227 min.

Effective stream area after confluence = 9.470(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 439.000 to Point/Station 444.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1533.400(Ft.)
Downstream point/station elevation = 1532.500(Ft.)
Pipe length = 72.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.553(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 22.553(CFS)
Normal flow depth in pipe = 17.67(In.)
Flow top width inside pipe = 21.15(In.)
Critical Depth = 20.31(In.)
Pipe flow velocity = 9.10(Ft/s)
Travel time through pipe = 0.13 min.

Time of concentration (TC) = 14.36 min.

In Main Stream number: 1
Stream flow area = 9.470(Ac.)
Runoff from this stream = 22.553(CFS)
Time of concentration = 14.36 min.

Rainfall intensity = 2.774(In/Hr)
Program is now starting with Main Stream No. 2

Initial area time of concentration = 5.000 min.

Rainfall intensity = 4.852(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.862
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 = 0.251(CFS)
Total initial stream area = 0.060(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 446.000 to Point/Station 447.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1533.800(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.251(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.251(CFS)
Normal flow depth in pipe = 1.92(In.)
Flow top width inside pipe = 11.11(In.)
Critical depth could not be calculated.

Pipe flow velocity = 2.48(Ft/s)
Travel time through pipe = 0.27 min.

Time of concentration (TC) = 5.27 min.

Rainfall intensity = 4.719(In/Hr)

Rainfall intensity = 2.630(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea
Runoff Coefficient = 0.839
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) = 87.40
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.346(CFS)
Total initial stream area = 0.610(Ac.)
Pervious area fraction = 1.000

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 449.000 to Point/Station 447.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1533.800(Ft.)
Downstream point/station elevation = 1533.400(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.346(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.346(CFS)
Normal flow depth in pipe = 4.21(In.)
Flow top width inside pipe = 15.24(In.)
Critical Depth = 5.20(In.)
Pipe flow velocity = 4.28(Ft/s)
Travel time through pipe = 0.14 min.

Time of concentration (TC) = 16.01 min.

Rainfall intensity = 2.618(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 0.251 5.27 4.719
2 1.346 16.01 2.618
Largest stream flow has longer time of concentration
Qp = 1.346 + sum of
Qb Ia/Ib

0.251 * 0.555 = 0.139
Qp = 1.485

Total of 2 streams to confluence:

Flow rates before confluence point:

0.251 1.346
Area of streams before confluence:

0.060 0.610
Results of confluence:

Total flow rate = 1.485(CFS)
Time of concentration = 16.012 min.

Effective stream area after confluence = 0.670(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 447.000 to Point/Station 444.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1533.400(Ft.)
Downstream point/station elevation = 1532.500(Ft.)
Pipe length = 89.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.485(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 1.485(CFS)
Normal flow depth in pipe = 4.15(In.)
Flow top width inside pipe = 18.16(In.)
Critical Depth = 5.04(In.)
Pipe flow velocity = 4.08(Ft/s)
Travel time through pipe = 0.36 min.

Time of concentration (TC) = 16.38 min.

In Main Stream number: 2
Stream flow area = 0.670(Ac.)
Runoff from this stream = 1.485(CFS)
Time of concentration = 16.38 min.

Rainfall intensity = 2.587(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 22.553 14.36 2.774
2 1.485 16.38 2.587
Largest stream flow has longer or shorter time of concentration Qp = 22.553 + sum of
Qa Tb/Ta

1.485 * 0.877 = 1.302
Qp = 23.855

Total of 2 main streams to confluence:

Flow rates before confluence point:

22.553 1.485
Area of streams before confluence:

9.470 0.670

Results of confluence:

Total flow rate = 23.855(CFS)
Time of concentration = 14.359 min.

Effective stream area after confluence = 10.140(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 444.000 to Point/Station 450.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1532.500(Ft.)
Downstream point/station elevation = 1532.000(Ft.)
Pipe length = 46.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 23.855(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 23.855(CFS)
Normal flow depth in pipe = 19.92(In.)
Flow top width inside pipe = 18.03(In.)
Critical Depth = 20.78(In.)
Pipe flow velocity = 8.55(Ft/s)
Travel time through pipe = 0.09 min.

Time of concentration (TC) = 14.45 min.

Rainfall intensity = 2.765(In/Hr)

Rainfall intensity = 3.237(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.845
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 = 0.711(CFS)
Total initial stream area = 0.260(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 452.000 to Point/Station 450.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1532.700(Ft.)
Downstream point/station elevation = 1532.000(Ft.)
Pipe length = 38.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.711(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.711(CFS)
Normal flow depth in pipe = 2.74(In.)
Flow top width inside pipe = 12.92(In.)
Critical depth could not be calculated.

Pipe flow velocity = 4.20(Ft/s)
Travel time through pipe = 0.15 min.

Time of concentration (TC) = 10.88 min.

Rainfall intensity = 3.213(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 23.855 14.45 2.765
2 0.711 10.88 3.213
Largest stream flow has longer time of concentration
Qp = 23.855 + sum of
Qb Ia/Ib

0.711 * 0.861 = 0.612
Qp = 24.467

Total of 2 streams to confluence:

Flow rates before confluence point:

23.855 0.711
Area of streams before confluence:

10.140 0.260
Results of confluence:

Total flow rate = 24.467(CFS)
Time of concentration = 14.448 min.

Effective stream area after confluence = 10.400(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 459.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1532.000(Ft.)
Downstream point/station elevation = 1526.000(Ft.)
Pipe length = 418.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 24.467(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 24.467(CFS)
Normal flow depth in pipe = 13.66(In.)
Flow top width inside pipe = 34.94(In.)
Critical Depth = 19.15(In.)
Pipe flow velocity = 9.94(Ft/s)
Travel time through pipe = 0.70 min.

Time of concentration (TC) = 15.15 min.

Rainfall intensity = 2.696(In/Hr)

Rainfall intensity = 3.526(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.878
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.241(CFS)
Total initial stream area = 1.370(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 419.000 to Point/Station 459.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1531.000(Ft.)
Downstream point/station elevation = 1526.000(Ft.)
Pipe length = 54.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.241(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.241(CFS)
Normal flow depth in pipe = 4.43(In.)
Flow top width inside pipe = 15.51(In.)
Critical Depth = 9.46(In.)
Pipe flow velocity = 12.56(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 9.20 min.

Rainfall intensity = 3.511(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 24.467 15.15 2.696
2 4.241 9.20 3.511
Largest stream flow has longer time of concentration
Qp = 24.467 + sum of
Qb Ia/Ib

4.241 * 0.768 = 3.256
Qp = 27.724

Total of 2 streams to confluence:

Flow rates before confluence point:

24.467 4.241
Area of streams before confluence:

10.400 1.370
Results of confluence:

Total flow rate = 27.724(CFS)
Time of concentration = 15.149 min.

Effective stream area after confluence = 11.770(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 459.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1526.000(Ft.)
Downstream point/station elevation = 1523.700(Ft.)
Pipe length = 316.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 27.724(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 27.724(CFS)
Normal flow depth in pipe = 17.72(In.)
Flow top width inside pipe = 36.00(In.)
Critical Depth = 20.45(In.)
Pipe flow velocity = 8.00(Ft/s)
Travel time through pipe = 0.66 min.

Time of concentration (TC) = 15.81 min.

Rainfall intensity = 2.636(In/Hr)

Rainfall intensity = 3.116(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.865
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.400
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.600
RI index for soil(AMC 3) = 83.44
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.544(CFS)
Total initial stream area = 2.800(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1528.300(Ft.)
Downstream point/station elevation = 1523.700(Ft.)
Pipe length = 52.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.544(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 7.544(CFS)
Normal flow depth in pipe = 6.02(In.)
Flow top width inside pipe = 16.99(In.)
Critical Depth = 12.77(In.)
Pipe flow velocity = 14.56(Ft/s)
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 11.59 min.

Rainfall intensity = 3.107(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 27.724 15.81 2.636
2 7.544 11.59 3.107
Largest stream flow has longer time of concentration
Qp = 27.724 + sum of
Qb Ia/Ib

7.544 * 0.848 = 6.400
Qp = 34.124

Total of 2 streams to confluence:

Flow rates before confluence point:

27.724 7.544
Area of streams before confluence:

11.770 2.800
Results of confluence:

Total flow rate = 34.124(CFS)
Time of concentration = 15.808 min.

Effective stream area after confluence = 14.570(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 417.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1523.700(Ft.)
Downstream point/station elevation = 1521.000(Ft.)
Pipe length = 350.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 34.124(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 34.124(CFS)
Normal flow depth in pipe = 19.73(In.)
Flow top width inside pipe = 35.83(In.)
Critical Depth = 22.75(In.)
Pipe flow velocity = 8.60(Ft/s)
Travel time through pipe = 0.68 min.

Time of concentration (TC) = 16.49 min.

Rainfall intensity = 2.578(In/Hr)

Rainfall intensity = 2.784(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.867
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.200
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.800
RI index for soil(AMC 3) = 85.72
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.663(CFS)
Total initial stream area = 3.590(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 417.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1523.300(Ft.)
Downstream point/station elevation = 1521.000(Ft.)
Pipe length = 26.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.663(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 8.663(CFS)
Normal flow depth in pipe = 6.48(In.)
Flow top width inside pipe = 17.28(In.)
Critical Depth = 13.68(In.)
Pipe flow velocity = 15.12(Ft/s)
Travel time through pipe = 0.03 min.

Time of concentration (TC) = 14.29 min.

Rainfall intensity = 2.781(In/Hr)

Rainfall intensity = 2.892(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 = 0.900
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.100
RI index for soil(AMC 3) = 76.32
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.636(CFS)
Total initial stream area = 1.900(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.000 to Point/Station 417.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1523.300(Ft.)
Downstream point/station elevation = 1521.000(Ft.)
Pipe length = 24.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.636(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.636(CFS)
Normal flow depth in pipe = 4.59(In.)
Flow top width inside pipe = 15.70(In.)
Critical Depth = 9.91(In.)
Pipe flow velocity = 13.05(Ft/s)
Travel time through pipe = 0.03 min.

Time of concentration (TC) = 13.30 min.

Rainfall intensity = 2.888(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 34.124 16.49 2.578
2 8.663 14.29 2.781
3 4.636 13.30 2.888
Largest stream flow has longer time of concentration
Qp = 34.124 + sum of
Qb Ia/Ib

8.663 * 0.927 = 8.030
Qb Ia/Ib

4.636 * 0.893 = 4.138
Qp = 46.292

Total of 3 streams to confluence:

Flow rates before confluence point:

34.124 8.663 4.636
Area of streams before confluence:

14.570 3.590 1.900
Results of confluence:

Total flow rate = 46.292(CFS)
Time of concentration = 16.486 min.

Effective stream area after confluence = 20.060(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 414.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1521.000(Ft.)
Downstream point/station elevation = 1518.500(Ft.)
Pipe length = 388.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 46.292(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 46.292(CFS)
Normal flow depth in pipe = 21.16(In.)
Flow top width inside pipe = 47.66(In.)
Critical Depth = 24.45(In.)
Pipe flow velocity = 8.67(Ft/s)
Travel time through pipe = 0.75 min.

Time of concentration (TC) = 17.23 min.

In Main Stream number: 1
Stream flow area = 20.060(Ac.)
Runoff from this stream = 46.292(CFS)
Time of concentration = 17.23 min.

Rainfall intensity = 2.518(In/Hr)
Program is now starting with Main Stream No. 2

Rainfall intensity = 3.115(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.857
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) = 80.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.830(CFS)
Total initial stream area = 1.810(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1540.400(Ft.)
End of street segment elevation = 1532.700(Ft.)
Length of street segment = 763.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 10.477(CFS) Depth of flow = 0.425(Ft.), Average velocity = 3.530(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 16.979(Ft.)
Flow velocity = 3.53(Ft/s)
Travel time = 3.60 min. TC = 15.14 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.859
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.300
Decimal fraction soil group C = 0.400
Decimal fraction soil group D = 0.300
RI index for soil(AMC 3) = 83.14
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.697(In/Hr) for a 100.0 year storm Subarea runoff = 11.238(CFS) for 4.850(Ac.)
Total runoff = 16.068(CFS) Total area = 6.660(Ac.) Street flow at end of street = 16.068(CFS)
Half street flow at end of street = 16.068(CFS)
Depth of flow = 0.479(Ft.), Average velocity = 4.090(Ft/s) Note: depth of flow exceeds top of street crown.

Flow width (from curb towards crown)= 18.000(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1532.700(Ft.)
End of street segment elevation = 1529.300(Ft.)
Length of street segment = 380.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 17.871(CFS) Depth of flow = 0.502(Ft.), Average velocity = 4.105(Ft/s) Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.

Distance that curb overflow reaches into property = 0.11(Ft.) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 18.000(Ft.)
Flow velocity = 4.10(Ft/s)
Travel time = 1.54 min. TC = 16.68 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.841
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.100
Decimal fraction soil group D = 0.100
RI index for soil(AMC 3) = 77.36
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.562(In/Hr) for a 100.0 year storm Subarea runoff = 3.553(CFS) for 1.650(Ac.)
Total runoff = 19.621(CFS) Total area = 8.310(Ac.) Street flow at end of street = 19.621(CFS)
Half street flow at end of street = 19.621(CFS)
Depth of flow = 0.520(Ft.), Average velocity = 4.180(Ft/s) Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.

Distance that curb overflow reaches into property = 1.02(Ft.) Flow width (from curb towards crown)= 18.000(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1522.800(Ft.)
Downstream point/station elevation = 1522.100(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.621(CFS)
Given pipe size = 18.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.

The approximate hydraulic grade line above the pipe invert is

3.392(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 1.221(Ft.)
Minor friction loss = 2.872(Ft.) K-factor = 1.50 Pipe flow velocity = 11.10(Ft/s)
Travel time through pipe = 0.05 min.

Time of concentration (TC) = 16.73 min.

Rainfall intensity = 2.558(In/Hr)

Rainfall intensity = 3.026(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 = 0.800
Decimal fraction soil group C = 0.200
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 76.88
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.487(CFS)
Total initial stream area = 2.530(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1540.600(Ft.)
End of street segment elevation = 1532.700(Ft.)
Length of street segment = 777.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 9.139(CFS) Depth of flow = 0.407(Ft.), Average velocity = 3.424(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 16.076(Ft.)
Flow velocity = 3.42(Ft/s)
Travel time = 3.78 min. TC = 15.97 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.865
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.600
Decimal fraction soil group D = 0.400
RI index for soil(AMC 3) = 85.84
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.622(In/Hr) for a 100.0 year storm Subarea runoff = 5.218(CFS) for 2.300(Ac.)
Total runoff = 11.705(CFS) Total area = 4.830(Ac.) Street flow at end of street = 11.705(CFS)
Half street flow at end of street = 11.705(CFS)
Depth of flow = 0.439(Ft.), Average velocity = 3.638(Ft/s) Flow width (from curb towards crown)= 17.699(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 407.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1532.700(Ft.)
End of street segment elevation = 1529.300(Ft.)
Length of street segment = 343.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 15.552(CFS) Depth of flow = 0.475(Ft.), Average velocity = 4.015(Ft/s) Note: depth of flow exceeds top of street crown.

Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 18.000(Ft.)
Flow velocity = 4.02(Ft/s)
Travel time = 1.42 min. TC = 17.39 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.853
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.100
Decimal fraction soil group D = 0.400
RI index for soil(AMC 3) = 81.92
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.506(In/Hr) for a 100.0 year storm Subarea runoff = 7.629(CFS) for 3.570(Ac.)
Total runoff = 19.334(CFS) Total area = 8.400(Ac.) Street flow at end of street = 19.334(CFS)
Half street flow at end of street = 19.334(CFS)
Depth of flow = 0.508(Ft.), Average velocity = 4.343(Ft/s) Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.

Distance that curb overflow reaches into property = 0.38(Ft.) Flow width (from curb towards crown)= 18.000(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1522.800(Ft.)
Downstream point/station elevation = 1522.100(Ft.)
Pipe length = 36.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.334(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 19.334(CFS)
Normal flow depth in pipe = 13.57(In.)
Flow top width inside pipe = 23.79(In.)
Critical Depth = 18.98(In.)
Pipe flow velocity = 10.55(Ft/s)
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 17.45 min.

Rainfall intensity = 2.502(In/Hr)

Rainfall intensity = 3.270(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.864
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) = 82.30
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.050(CFS)
Total initial stream area = 1.080(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 409.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1522.800(Ft.)
Downstream point/station elevation = 1522.100(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.050(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.050(CFS)
Normal flow depth in pipe = 5.91(In.)
Flow top width inside pipe = 16.90(In.)
Critical Depth = 7.97(In.)
Pipe flow velocity = 6.04(Ft/s)
Travel time through pipe = 0.12 min.

Time of concentration (TC) = 10.65 min.

Rainfall intensity = 3.250(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 19.621 16.73 2.558
2 19.334 17.45 2.502
3 3.050 10.65 3.250
Largest stream flow has longer or shorter time of concentration Qp = 19.621 + sum of
Qa Tb/Ta

19.334 * 0.959 = 18.539
Qb Ia/Ib

3.050 * 0.787 = 2.401
Qp = 40.561

Total of 3 streams to confluence:

Flow rates before confluence point:

19.621 19.334 3.050
Area of streams before confluence:

8.310 8.400 1.080
Results of confluence:

Total flow rate = 40.561(CFS)
Time of concentration = 16.732 min.

Effective stream area after confluence = 17.790(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1522.100(Ft.)
Downstream point/station elevation = 1518.700(Ft.)
Pipe length = 322.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 40.561(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 40.561(CFS)
Normal flow depth in pipe = 23.63(In.)
Flow top width inside pipe = 24.54(In.)
Critical Depth = 25.69(In.)
Pipe flow velocity = 9.78(Ft/s)
Travel time through pipe = 0.55 min.

Time of concentration (TC) = 17.28 min.

Rainfall intensity = 2.515(In/Hr)

Rainfall intensity = 3.102(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.871
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.500
RI index for soil(AMC 3) = 86.20
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.107(CFS)
Total initial stream area = 1.150(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 412.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1518.900(Ft.)
Downstream point/station elevation = 1518.700(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.107(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.107(CFS)
Normal flow depth in pipe = 6.71(In.)
Flow top width inside pipe = 17.41(In.)
Critical Depth = 8.04(In.)
Pipe flow velocity = 5.18(Ft/s)
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 11.69 min.

Rainfall intensity = 3.093(In/Hr)

Rainfall intensity = 3.358(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 = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.200
RI index for soil(AMC 3) = 77.84
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.185(CFS)
Total initial stream area = 1.110(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 1518.900(Ft.)
Downstream point/station elevation = 1518.700(Ft.)
Pipe length = 25.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.185(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.185(CFS)
Normal flow depth in pipe = 7.22(In.)
Flow top width inside pipe = 17.65(In.)
Critical Depth = 8.14(In.)
Pipe flow velocity = 4.80(Ft/s)
Travel time through pipe = 0.09 min.

Time of concentration (TC) = 10.10 min.

Rainfall intensity = 3.343(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 40.561 17.28 2.515
2 3.107 11.69 3.093
3 3.185 10.10 3.343
Largest stream flow has longer time of concentration
Qp = 40.561 + sum of
Qb Ia/Ib

3.107 * 0.813 = 2.526
Qb Ia/Ib

3.185 * 0.752 = 2.395
Qp = 45.483

Total of 3 streams to confluence:

Flow rates before confluence point:

40.561 3.107 3.185
Area of streams before confluence:

17.790 1.150 1.110
Results of confluence:

Total flow rate = 45.483(CFS)
Time of concentration = 17.281 min.

Effective stream area after confluence = 20.050(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 414.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1518.700(Ft.)
Downstream point/station elevation = 1518.500(Ft.)
Pipe length = 55.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 45.483(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 45.483(CFS)
Normal flow depth in pipe = 29.30(In.)
Flow top width inside pipe = 33.72(In.)
Critical Depth = 25.81(In.)
Pipe flow velocity = 6.80(Ft/s)
Travel time through pipe = 0.13 min.

Time of concentration (TC) = 17.42 min.

In Main Stream number: 2
Stream flow area = 20.050(Ac.)
Runoff from this stream = 45.483(CFS)
Time of concentration = 17.42 min.

Rainfall intensity = 2.504(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 46.292 17.23 2.518
2 45.483 17.42 2.504
Largest stream flow has longer or shorter time of concentration Qp = 46.292 + sum of
Qa Tb/Ta

45.483 * 0.989 = 45.003
Qp = 91.296

Total of 2 main streams to confluence:

Flow rates before confluence point:

46.292 45.483
Area of streams before confluence:

20.060 20.050

Results of confluence:

Total flow rate = 91.296(CFS)
Time of concentration = 17.232 min.

Effective stream area after confluence = 40.110(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 424.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1518.500(Ft.)
Downstream point/station elevation = 1515.200(Ft.)
Pipe length = 235.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 91.296(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 91.296(CFS)
Normal flow depth in pipe = 29.86(In.)
Flow top width inside pipe = 33.04(In.)
Critical Depth = 35.31(In.)
Pipe flow velocity = 13.40(Ft/s)
Travel time through pipe = 0.29 min.

Time of concentration (TC) = 17.52 min.

Rainfall intensity = 2.496(In/Hr)

Rainfall intensity = 3.058(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.864
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.300
Decimal fraction soil group C = 0.300
Decimal fraction soil group D = 0.400
RI index for soil(AMC 3) = 83.50
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.745(CFS)
Total initial stream area = 2.930(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 425.000 to Point/Station 424.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1519.600(Ft.)
Downstream point/station elevation = 1515.200(Ft.)
Pipe length = 63.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.745(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 7.745(CFS)
Normal flow depth in pipe = 8.29(In.)
Flow top width inside pipe = 11.10(In.)
Critical depth could not be calculated.

Pipe flow velocity = 13.38(Ft/s)
Travel time through pipe = 0.08 min.

Time of concentration (TC) = 12.02 min.

Rainfall intensity = 3.048(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 91.296 17.52 2.496
2 7.745 12.02 3.048
Largest stream flow has longer time of concentration
Qp = 91.296 + sum of
Qb Ia/Ib

7.745 * 0.819 = 6.343
Qp = 97.638

Total of 2 streams to confluence:

Flow rates before confluence point:

91.296 7.745
Area of streams before confluence:

40.110 2.930
Results of confluence:

Total flow rate = 97.638(CFS)
Time of concentration = 17.524 min.

Effective stream area after confluence = 43.040(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 424.000 to Point/Station 426.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1515.200(Ft.)
Downstream point/station elevation = 1515.100(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 97.638(CFS)
Nearest computed pipe diameter = 48.00(In.)
Calculated individual pipe flow = 97.638(CFS)
Normal flow depth in pipe = 37.78(In.)
Flow top width inside pipe = 39.30(In.)
Critical Depth = 35.96(In.)
Pipe flow velocity = 9.21(Ft/s)
Travel time through pipe = 0.04 min.

Time of concentration (TC) = 17.56 min.

In Main Stream number: 1
Stream flow area = 43.040(Ac.)
Runoff from this stream = 97.638(CFS)
Time of concentration = 17.56 min.

Rainfall intensity = 2.493(In/Hr)
Program is now starting with Main Stream No. 2

Rainfall intensity = 2.742(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.857
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) = 82.30
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.908(CFS)
Total initial stream area = 4.640(Ac.)
Pervious area fraction = 0.500

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 427.000 to Point/Station 428.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1525.700(Ft.)
End of street segment elevation = 1521.200(Ft.)
Length of street segment = 760.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0130
Estimated mean flow rate at midpoint of street = 13.017(CFS) Depth of flow = 0.486(Ft.), Average velocity = 3.203(Ft/s) Note: depth of flow exceeds top of street crown.

Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 18.000(Ft.)
Flow velocity = 3.20(Ft/s)
Travel time = 3.95 min. TC = 18.63 min.

Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.416(In/Hr) for a 100.0 year storm Subarea runoff = 4.155(CFS) for 1.980(Ac.)
Total runoff = 15.062(CFS) Total area = 6.620(Ac.) Street flow at end of street = 15.062(CFS)
Half street flow at end of street = 15.062(CFS)
Depth of flow = 0.509(Ft.), Average velocity = 3.362(Ft/s) Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.

Distance that curb overflow reaches into property = 0.45(Ft.) Flow width (from curb towards crown)= 18.000(Ft.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 428.000 to Point/Station 429.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1518.000(Ft.)
Downstream point/station elevation = 1515.000(Ft.)
Pipe length = 52.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.062(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 15.062(CFS)
Normal flow depth in pipe = 11.91(In.)
Flow top width inside pipe = 12.14(In.)
Critical depth could not be calculated.

Pipe flow velocity = 14.41(Ft/s)
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 18.69 min.

In Main Stream number: 2
Stream flow area = 6.620(Ac.)
Runoff from this stream = 15.062(CFS)
Time of concentration = 18.69 min.

Rainfall intensity = 2.412(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)

1 97.638 17.56 2.493
2 15.062 18.69 2.412
Largest stream flow has longer or shorter time of concentration Qp = 97.638 + sum of
Qa Tb/Ta

15.062 * 0.939 = 14.150
Qp = 111.788

Total of 2 main streams to confluence:

Flow rates before confluence point:

97.638 15.062
Area of streams before confluence:

43.040 6.620

Results of confluence:

Total flow rate = 111.788(CFS)
Time of concentration = 17.560 min.

Effective stream area after confluence = 49.660(Ac.)

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 428.000 to Point/Station 429.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.849
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.300
Decimal fraction soil group D = 0.700
RI index for soil(AMC 3) = 89.92
Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 17.56 min.

Rainfall intensity = 2.493(In/Hr) for a 100.0 year storm Subarea runoff = 10.267(CFS) for 4.850(Ac.)
Total runoff = 122.056(CFS) Total area = 54.510(Ac.) End of computations, total study area = 54.51 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.550
Area averaged RI index number = 65.7

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

Page 3 ends

Menifee City CouncilDecember 6, 2023

Menifee City Council
December 6, 2023