Agenda packet — Ontario City Council, June 20, 2023 (part 25 of 32)

Time of concentration (TC) = 18.54 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 415.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 71.770(Ac.)
Runoff from this stream = 126.581(CFS)
Time of concentration = 18.54 min.

Rainfall intensity = 2.428(In/Hr)
Area averaged loss rate (Fm) = 0.3633(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3716
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 412.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ PARK subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Initial area flow distance = 630.000(Ft.)
6131
Top (of initial area) elevation = 759.000(Ft.)
Bottom (of initial area) elevation = 756.000(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.00476 s(%)= 0.48
TC = k(0.483)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 18.541 min.

Rainfall intensity = 2.428(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.592 Subarea runoff = 6.207(CFS)
Total initial stream area = 4.320(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 412.000 to Point/Station 415.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 749.000(Ft.)
Downstream point/station elevation = 741.230(Ft.)
Pipe length = 840.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.207(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 6.207(CFS)
Normal flow depth in pipe = 8.78(In.)
Flow top width inside pipe = 23.12(In.)
Critical Depth = 10.57(In.)
Pipe flow velocity = 5.97(Ft/s)
Travel time through pipe = 2.34 min.

Time of concentration (TC) = 20.88 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 412.000 to Point/Station 415.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ PARK subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 20.88 min.

Rainfall intensity = 2.260(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.569
Subarea runoff = 13.730(CFS) for 11.180(Ac.)
Total runoff = 19.937(CFS)
Effective area this stream = 15.50(Ac.)
Total Study Area (Main Stream No. 2) = 177.27(Ac.)
Area averaged Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6132
Process from Point/Station 412.000 to Point/Station 415.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 20.88 min.

Rainfall intensity = 2.260(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.591
Subarea runoff = 2.491(CFS) for 1.280(Ac.)
Total runoff = 22.429(CFS)
Effective area this stream = 16.78(Ac.)
Total Study Area (Main Stream No. 2) = 178.55(Ac.)
Area averaged Fm value = 0.775(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 415.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 16.780(Ac.)
Runoff from this stream = 22.429(CFS)
Time of concentration = 20.88 min.

Rainfall intensity = 2.260(In/Hr)
Area averaged loss rate (Fm) = 0.7752(In/Hr)
Area averaged Pervious ratio (Ap) = 0.7928
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 126.58 71.770 18.54 0.363 2.428
2 22.43 16.780 20.88 0.775 2.260
Qmax(1) =

1.000 * 1.000 * 126.581) +

1.113 * 0.888 * 22.429) + = 148.736
Qmax(2) =

0.919 * 1.000 * 126.581) +

1.000 * 1.000 * 22.429) + = 138.741
Total of 2 streams to confluence:

Flow rates before confluence point:
126.581 22.429
Maximum flow rates at confluence using above data:
148.736 138.741
Area of streams before confluence:

71.770 16.780
Effective area values after confluence:
6133

86.666 88.550
Results of confluence:

Total flow rate = 148.736(CFS)
Time of concentration = 18.539 min.

Effective stream area after confluence = 86.666(Ac.)
Study area average Pervious fraction(Ap) = 0.451
Study area average soil loss rate(Fm) = 0.441(In/Hr)
Study area total (this main stream) = 88.55(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 741.230(Ft.)
Downstream point/station elevation = 739.420(Ft.)
Pipe length = 240.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 148.736(CFS)
Given pipe size = 72.00(In.)
Calculated individual pipe flow = 148.736(CFS)
Normal flow depth in pipe = 31.88(In.)
Flow top width inside pipe = 71.53(In.)
Critical Depth = 39.77(In.)
Pipe flow velocity = 12.32(Ft/s)
Travel time through pipe = 0.32 min.

Time of concentration (TC) = 18.86 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 86.666(Ac.)
Runoff from this stream = 148.736(CFS)
Time of concentration = 18.86 min.

Rainfall intensity = 2.403(In/Hr)
Area averaged loss rate (Fm) = 0.4413(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4514
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 416.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 31.61
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In/Hr) Rainfall intensity = 2.642(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 16.10 min. Rain intensity = 2.64(In/Hr)
Total area this stream = 14.60(Ac.)
Total Study Area (Main Stream No. 2) = 193.15(Ac.)
Total runoff = 32.50(CFS)
6134
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 416.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 14.600(Ac.)
Runoff from this stream = 32.500(CFS)
Time of concentration = 16.10 min.

Rainfall intensity = 2.642(In/Hr)
Area averaged loss rate (Fm) = 0.1960(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 148.74 86.666 18.86 0.441 2.403
2 32.50 14.600 16.10 0.196 2.642
Qmax(1) =

1.000 * 1.000 * 148.736) +

0.902 * 1.000 * 32.500) + = 178.052
Qmax(2) =

1.122 * 0.853 * 148.736) +

1.000 * 1.000 * 32.500) + = 174.951
Total of 2 streams to confluence:

Flow rates before confluence point:
148.736 32.500
Maximum flow rates at confluence using above data:
178.052 174.951
Area of streams before confluence:

86.666 14.600
Effective area values after confluence:
101.266 88.567
Results of confluence:

Total flow rate = 178.052(CFS)
Time of concentration = 18.864 min.

Effective stream area after confluence = 101.266(Ac.)
Study area average Pervious fraction(Ap) = 0.415
Study area average soil loss rate(Fm) = 0.406(In/Hr)
Study area total (this main stream) = 101.27(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 739.420(Ft.)
Downstream point/station elevation = 730.300(Ft.)
Pipe length = 1550.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 178.052(CFS)
Given pipe size = 72.00(In.)
6135
Calculated individual pipe flow = 178.052(CFS)
Normal flow depth in pipe = 38.02(In.)
Flow top width inside pipe = 71.89(In.)
Critical Depth = 43.65(In.)
Pipe flow velocity = 11.75(Ft/s)
Travel time through pipe = 2.20 min.

Time of concentration (TC) = 21.06 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 420.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 101.266(Ac.)
Runoff from this stream = 178.052(CFS)
Time of concentration = 21.06 min.

Rainfall intensity = 2.249(In/Hr)
Area averaged loss rate (Fm) = 0.4060(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4152
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 416.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(11+ dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In/Hr) Initial subarea data:

Initial area flow distance = 275.000(Ft.)
Top (of initial area) elevation = 758.200(Ft.)
Bottom (of initial area) elevation = 755.400(Ft.)
Difference in elevation = 2.800(Ft.)
Slope = 0.01018 s(%)= 1.02
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.669 min.

Rainfall intensity = 4.123(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.857 Subarea runoff = 1.273(CFS)
Total initial stream area = 0.360(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.196(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 739.420(Ft.)
Downstream point/station elevation = 730.300(Ft.)
6136
Pipe length = 1550.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.273(CFS)
Given pipe size = 72.00(In.)
Calculated individual pipe flow = 1.273(CFS)
Normal flow depth in pipe = 3.27(In.)
Flow top width inside pipe = 29.99(In.)
Critical depth could not be calculated.

Pipe flow velocity = 2.77(Ft/s)
Travel time through pipe = 9.31 min.

Time of concentration (TC) = 16.98 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 420.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ RESIDENTIAL(11+ dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In/Hr) Time of concentration = 16.98 min.

Rainfall intensity = 2.559(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.831
Subarea runoff = 16.723(CFS) for 8.100(Ac.)
Total runoff = 17.996(CFS)
Effective area this stream = 8.46(Ac.)
Total Study Area (Main Stream No. 2) = 201.61(Ac.)
Area averaged Fm value = 0.196(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 420.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 8.460(Ac.)
Runoff from this stream = 17.996(CFS)
Time of concentration = 16.98 min.

Rainfall intensity = 2.559(In/Hr)
Area averaged loss rate (Fm) = 0.1956(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 178.05 101.266 21.06 0.406 2.249
2 18.00 8.460 16.98 0.196 2.559
Qmax(1) =

1.000 * 1.000 * 178.052) +
6137

0.869 * 1.000 * 17.996) + = 193.686
Qmax(2) =

1.168 * 0.806 * 178.052) +

1.000 * 1.000 * 17.996) + = 185.715
Total of 2 streams to confluence:

Flow rates before confluence point:
178.052 17.996
Maximum flow rates at confluence using above data:
193.686 185.715
Area of streams before confluence:
101.266 8.460
Effective area values after confluence:
109.726 90.108
Results of confluence:

Total flow rate = 193.686(CFS)
Time of concentration = 21.062 min.

Effective stream area after confluence = 109.726(Ac.)
Study area average Pervious fraction(Ap) = 0.399
Study area average soil loss rate(Fm) = 0.390(In/Hr)
Study area total (this main stream) = 109.73(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 4120.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 730.300(Ft.)
Downstream point/station elevation = 729.300(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 193.686(CFS)
Given pipe size = 72.00(In.)
Calculated individual pipe flow = 193.686(CFS)
Normal flow depth in pipe = 22.10(In.)
Flow top width inside pipe = 66.42(In.)
Critical Depth = 45.62(In.)
Pipe flow velocity = 26.32(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 21.08 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4080.000 to Point/Station 4120.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 109.726(Ac.)
Runoff from this stream = 193.686(CFS)
Time of concentration = 21.08 min.

Rainfall intensity = 2.248(In/Hr)
Area averaged loss rate (Fm) = 0.3897(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3986
Summary of stream data:
6138
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 154.29 90.000 21.80 0.424 2.203
2 193.69 109.726 21.08 0.390 2.248
Qmax(1) =

1.000 * 1.000 * 154.290) +

0.976 * 1.000 * 193.686) + = 343.270
Qmax(2) =

1.025 * 0.967 * 154.290) +

1.000 * 1.000 * 193.686) + = 346.631
Total of 2 main streams to confluence:

Flow rates before confluence point:
155.290 194.686
Maximum flow rates at confluence using above data:
343.270 346.631
Area of streams before confluence:

90.000 109.726
Effective area values after confluence:
199.726 196.733
Results of confluence:

Total flow rate = 346.631(CFS)
Time of concentration = 21.075 min.

Effective stream area after confluence = 196.733(Ac.)
Study area average Pervious fraction(Ap) = 0.414
Study area average soil loss rate(Fm) = 0.405(In/Hr)
Study area total = 199.73(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4120.000 to Point/Station 430.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 729.300(Ft.)
Downstream point/station elevation = 725.100(Ft.)
Pipe length = 490.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 346.631(CFS)
Given pipe size = 72.00(In.)
Calculated individual pipe flow = 346.631(CFS)
Normal flow depth in pipe = 52.59(In.)
Flow top width inside pipe = 63.90(In.)
Critical Depth = 60.58(In.)
Pipe flow velocity = 15.66(Ft/s)
Travel time through pipe = 0.52 min.

Time of concentration (TC) = 21.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4120.000 to Point/Station 430.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ 6139
The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 196.733(Ac.)
Runoff from this stream = 346.631(CFS)
Time of concentration = 21.60 min.

Rainfall intensity = 2.215(In/Hr)
Area averaged loss rate (Fm) = 0.4050(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4145
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 426.000 to Point/Station 426.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 31.61
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In/Hr) Rainfall intensity = 3.076(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 12.50 min. Rain intensity = 3.08(In/Hr)
Total area this stream = 2.80(Ac.)
Total Study Area (Main Stream No. 2) = 204.41(Ac.)
Total runoff = 7.30(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 426.000 to Point/Station 427.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 739.390(Ft.)
Downstream point/station elevation = 730.300(Ft.)
Pipe length = 1590.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.300(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 7.300(CFS)
Normal flow depth in pipe = 9.26(In.)
Flow top width inside pipe = 31.47(In.)
Critical Depth = 10.18(In.)
Pipe flow velocity = 5.08(Ft/s)
Travel time through pipe = 5.22 min.

Time of concentration (TC) = 17.72 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 426.000 to Point/Station 427.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ RESIDENTIAL(11+ dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
6140
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In/Hr) Time of concentration = 17.72 min.

Rainfall intensity = 2.495(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.829
Subarea runoff = 41.557(CFS) for 20.810(Ac.)
Total runoff = 48.857(CFS)
Effective area this stream = 23.61(Ac.)
Total Study Area (Main Stream No. 2) = 225.22(Ac.)
Area averaged Fm value = 0.196(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 427.000 to Point/Station 430.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 730.300(Ft.)
Downstream point/station elevation = 729.300(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 48.857(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 48.857(CFS)
Normal flow depth in pipe = 14.18(In.)
Flow top width inside pipe = 35.18(In.)
Critical Depth = 27.31(In.)
Pipe flow velocity = 18.89(Ft/s)
Travel time through pipe = 0.02 min.

Time of concentration (TC) = 17.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 426.000 to Point/Station 430.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 23.610(Ac.)
Runoff from this stream = 48.857(CFS)
Time of concentration = 17.73 min.

Rainfall intensity = 2.493(In/Hr)
Area averaged loss rate (Fm) = 0.1956(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 346.63 196.733 21.60 0.405 2.215
2 48.86 23.610 17.73 0.196 2.493
Qmax(1) =

1.000 * 1.000 * 346.631) +

0.879 * 1.000 * 48.857) + = 389.576
Qmax(2) =

1.154 * 0.821 * 346.631) +
6141

1.000 * 1.000 * 48.857) + = 377.206
Total of 2 main streams to confluence:

Flow rates before confluence point:
347.631 49.857
Maximum flow rates at confluence using above data:
389.576 377.206
Area of streams before confluence:
196.733 23.610
Effective area values after confluence:
220.343 185.156
Results of confluence:

Total flow rate = 389.576(CFS)
Time of concentration = 21.597 min.

Effective stream area after confluence = 220.343(Ac.)
Study area average Pervious fraction(Ap) = 0.392
Study area average soil loss rate(Fm) = 0.383(In/Hr)
Study area total = 220.34(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 430.000 to Point/Station 440.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 725.100(Ft.)
Downstream point/station elevation = 721.360(Ft.)
Pipe length = 500.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 389.576(CFS)
Given pipe size = 72.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.

The approximate hydraulic grade line above the pipe invert is

4.911(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 4.229(Ft.)
Minor friction loss = 4.422(Ft.) K-factor = 1.50
Pipe flow velocity = 13.78(Ft/s)
Travel time through pipe = 0.60 min.

Time of concentration (TC) = 22.20 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 430.000 to Point/Station 440.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 220.343(Ac.)
Runoff from this stream = 389.576(CFS)
Time of concentration = 22.20 min.

Rainfall intensity = 2.179(In/Hr)
Area averaged loss rate (Fm) = 0.3825(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3915
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6142
Process from Point/Station 430.000 to Point/Station 440.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 500.000(Ft.)
Top (of initial area) elevation = 725.100(Ft.)
Bottom (of initial area) elevation = 721.360(Ft.)
Difference in elevation = 3.740(Ft.)
Slope = 0.00748 s(%)= 0.75
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.720 min.

Rainfall intensity = 3.577(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 31.309(CFS)
Total initial stream area = 10.000(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 430.000 to Point/Station 440.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 9.72 min.

Rainfall intensity = 3.577(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.875
Subarea runoff = 11.302(CFS) for 3.610(Ac.)
Total runoff = 42.611(CFS)
Effective area this stream = 13.61(Ac.)
Total Study Area (Main Stream No. 1) = 238.83(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 440.000 to Point/Station 440.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 13.610(Ac.)
Runoff from this stream = 42.611(CFS)
6143
Time of concentration = 9.72 min.

Rainfall intensity = 3.577(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 389.58 220.343 22.20 0.383 2.179
2 42.61 13.610 9.72 0.098 3.577
Qmax(1) =

1.000 * 1.000 * 389.576) +

0.598 * 1.000 * 42.611) + = 415.068
Qmax(2) =

1.778 * 0.438 * 389.576) +

1.000 * 1.000 * 42.611) + = 345.880
Total of 2 streams to confluence:

Flow rates before confluence point:
389.576 42.611
Maximum flow rates at confluence using above data:
415.068 345.880
Area of streams before confluence:
220.343 13.610
Effective area values after confluence:
233.953 110.082
Results of confluence:

Total flow rate = 415.068(CFS)
Time of concentration = 22.201 min.

Effective stream area after confluence = 233.953(Ac.)
Study area average Pervious fraction(Ap) = 0.375
Study area average soil loss rate(Fm) = 0.366(In/Hr)
Study area total (this main stream) = 233.95(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 440.000 to Point/Station 445.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 721.360(Ft.)
Downstream point/station elevation = 716.140(Ft.)
Pipe length = 630.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 415.068(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 415.068(CFS)
Normal flow depth in pipe = 52.50(In.)
Flow top width inside pipe = 81.33(In.)
Critical Depth = 64.38(In.)
Pipe flow velocity = 16.42(Ft/s)
Travel time through pipe = 0.64 min.

Time of concentration (TC) = 22.84 min.
6144
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 445.000 to Point/Station 445.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 233.953(Ac.)
Runoff from this stream = 415.068(CFS)
Time of concentration = 22.84 min.

Rainfall intensity = 2.142(In/Hr)
Area averaged loss rate (Fm) = 0.3660(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3746
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 440.000 to Point/Station 445.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 630.000(Ft.)
Top (of initial area) elevation = 721.360(Ft.)
Bottom (of initial area) elevation = 716.140(Ft.)
Difference in elevation = 5.220(Ft.)
Slope = 0.00829 s(%)= 0.83
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.446 min.

Rainfall intensity = 3.425(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.874 Subarea runoff = 7.008(CFS)
Total initial stream area = 2.340(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 445.000 to Point/Station 445.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.340(Ac.)
Runoff from this stream = 7.008(CFS)
Time of concentration = 10.45 min.

Rainfall intensity = 3.425(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
6145
1 415.07 233.953 22.84 0.366 2.142
2 7.01 2.340 10.45 0.098 3.425
Qmax(1) =

1.000 * 1.000 * 415.068) +

0.614 * 1.000 * 7.008) + = 419.373
Qmax(2) =

1.722 * 0.457 * 415.068) +

1.000 * 1.000 * 7.008) + = 333.975
Total of 2 streams to confluence:

Flow rates before confluence point:
415.068 7.008
Maximum flow rates at confluence using above data:
419.373 333.975
Area of streams before confluence:
233.953 2.340
Effective area values after confluence:
236.293 109.334
Results of confluence:

Total flow rate = 419.373(CFS)
Time of concentration = 22.841 min.

Effective stream area after confluence = 236.293(Ac.)
Study area average Pervious fraction(Ap) = 0.372
Study area average soil loss rate(Fm) = 0.363(In/Hr)
Study area total (this main stream) = 236.29(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 440.000 to Point/Station 445.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 236.293(Ac.)
Runoff from this stream = 419.373(CFS)
Time of concentration = 22.84 min.

Rainfall intensity = 2.142(In/Hr)
Area averaged loss rate (Fm) = 0.3633(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3718
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 445.000 to Point/Station 445.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 55.61
Pervious ratio(Ap) = 0.2300 Max loss rate(Fm)= 0.170(In/Hr) Rainfall intensity = 3.597(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 9.63 min. Rain intensity = 3.60(In/Hr)
6146
Total area this stream = 36.30(Ac.)
Total Study Area (Main Stream No. 2) = 277.47(Ac.)
Total runoff = 95.46(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 445.000 to Point/Station 445.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 36.300(Ac.)
Runoff from this stream = 95.460(CFS)
Time of concentration = 9.63 min.

Rainfall intensity = 3.597(In/Hr)
Area averaged loss rate (Fm) = 0.1700(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2300
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 419.37 236.293 22.84 0.363 2.142
2 95.46 36.300 9.63 0.170 3.597
Qmax(1) =

1.000 * 1.000 * 419.373) +

0.576 * 1.000 * 95.460) + = 474.313
Qmax(2) =

1.818 * 0.422 * 419.373) +

1.000 * 1.000 * 95.460) + = 416.851
Total of 2 main streams to confluence:

Flow rates before confluence point:
420.373 96.460
Maximum flow rates at confluence using above data:
474.313 416.851
Area of streams before confluence:
236.293 36.300
Effective area values after confluence:
272.593 135.924
Results of confluence:

Total flow rate = 474.313(CFS)
Time of concentration = 22.841 min.

Effective stream area after confluence = 272.593(Ac.)
Study area average Pervious fraction(Ap) = 0.353
Study area average soil loss rate(Fm) = 0.338(In/Hr)
Study area total = 272.59(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 445.000 to Point/Station 450.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
6147
______________________________________________________________________ Upstream point/station elevation = 715.590(Ft.)
Downstream point/station elevation = 713.200(Ft.)
Pipe length = 360.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 474.313(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 474.313(CFS)
Normal flow depth in pipe = 63.00(In.)
Flow top width inside pipe = 72.75(In.)
Critical Depth = 68.51(In.)
Pipe flow velocity = 15.33(Ft/s)
Travel time through pipe = 0.39 min.

Time of concentration (TC) = 23.23 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 445.000 to Point/Station 450.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 272.593(Ac.)
Runoff from this stream = 474.313(CFS)
Time of concentration = 23.23 min.

Rainfall intensity = 2.120(In/Hr)
Area averaged loss rate (Fm) = 0.3376(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3529
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 450.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 58.53
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.070(In/Hr) Rainfall intensity = 5.304(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 5.04 min. Rain intensity = 5.30(In/Hr)
Total area this stream = 4.10(Ac.)
Total Study Area (Main Stream No. 2) = 281.57(Ac.)
Total runoff = 21.00(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 450.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 4.100(Ac.)
Runoff from this stream = 21.000(CFS)
Time of concentration = 5.04 min.
6148
Rainfall intensity = 5.304(In/Hr)
Area averaged loss rate (Fm) = 0.0700(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 474.31 272.593 23.23 0.338 2.120
2 21.00 4.100 5.04 0.070 5.304
Qmax(1) =

1.000 * 1.000 * 474.313) +

0.392 * 1.000 * 21.000) + = 482.539
Qmax(2) =

2.786 * 0.217 * 474.313) +

1.000 * 1.000 * 21.000) + = 307.649
Total of 2 main streams to confluence:

Flow rates before confluence point:
475.313 22.000
Maximum flow rates at confluence using above data:
482.539 307.649
Area of streams before confluence:
272.593 4.100
Effective area values after confluence:
276.693 63.236
Results of confluence:

Total flow rate = 482.539(CFS)
Time of concentration = 23.232 min.

Effective stream area after confluence = 276.693(Ac.)
Study area average Pervious fraction(Ap) = 0.349
Study area average soil loss rate(Fm) = 0.334(In/Hr)
Study area total = 276.69(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 4170.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 712.610(Ft.)
Downstream point/station elevation = 710.300(Ft.)
Pipe length = 340.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 482.539(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 482.539(CFS)
Normal flow depth in pipe = 63.28(In.)
Flow top width inside pipe = 72.42(In.)
Critical Depth = 69.04(In.)
Pipe flow velocity = 15.52(Ft/s)
Travel time through pipe = 0.37 min.

Time of concentration (TC) = 23.60 min.
6149
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4170.000 to Point/Station 4170.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 276.693(Ac.)
Runoff from this stream = 482.539(CFS)
Time of concentration = 23.60 min.

Rainfall intensity = 2.101(In/Hr)
Area averaged loss rate (Fm) = 0.3336(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3492
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4170.000 to Point/Station 4170.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 55.61
Pervious ratio(Ap) = 0.2300 Max loss rate(Fm)= 0.170(In/Hr) Rainfall intensity = 3.165(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 11.92 min. Rain intensity = 3.16(In/Hr)
Total area this stream = 8.60(Ac.)
Total Study Area (Main Stream No. 2) = 290.17(Ac.)
Total runoff = 22.10(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4170.000 to Point/Station 4170.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 8.600(Ac.)
Runoff from this stream = 22.100(CFS)
Time of concentration = 11.92 min.

Rainfall intensity = 3.165(In/Hr)
Area averaged loss rate (Fm) = 0.1700(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2300
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 482.54 276.693 23.60 0.334 2.101
2 22.10 8.600 11.92 0.170 3.165
Qmax(1) =

1.000 * 1.000 * 482.539) +

0.645 * 1.000 * 22.100) + = 496.788
6150
Qmax(2) =

1.602 * 0.505 * 482.539) +

1.000 * 1.000 * 22.100) + = 412.602
Total of 2 main streams to confluence:

Flow rates before confluence point:
483.539 23.100
Maximum flow rates at confluence using above data:
496.788 412.602
Area of streams before confluence:
276.693 8.600
Effective area values after confluence:
285.293 148.368
Results of confluence:

Total flow rate = 496.788(CFS)
Time of concentration = 23.597 min.

Effective stream area after confluence = 285.293(Ac.)
Study area average Pervious fraction(Ap) = 0.346
Study area average soil loss rate(Fm) = 0.329(In/Hr)
Study area total = 285.29(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4170.000 to Point/Station 4170.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 285.293(Ac.)
Runoff from this stream = 496.788(CFS)
Time of concentration = 23.60 min.

Rainfall intensity = 2.101(In/Hr)
Area averaged loss rate (Fm) = 0.3287(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3456
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 4170.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 3.878(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.877 Subarea runoff = 22.219(CFS)
Total initial stream area = 6.530(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4170.000 to Point/Station 4170.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 6.530(Ac.)
Runoff from this stream = 22.219(CFS)
Time of concentration = 8.49 min.

Rainfall intensity = 3.878(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 496.79 285.293 23.60 0.329 2.101
2 22.22 6.530 8.49 0.098 3.878
Qmax(1) =

1.000 * 1.000 * 496.788) +

0.530 * 1.000 * 22.219) + = 508.559
Qmax(2) =

2.003 * 0.360 * 496.788) +

1.000 * 1.000 * 22.219) + = 380.380
Total of 2 streams to confluence:

Flow rates before confluence point:
496.788 22.219
Maximum flow rates at confluence using above data:
508.559 380.380
Area of streams before confluence:
285.293 6.530
Effective area values after confluence:
291.823 109.205
Results of confluence:

Total flow rate = 508.559(CFS)
Time of concentration = 23.597 min.

Effective stream area after confluence = 291.823(Ac.)
Study area average Pervious fraction(Ap) = 0.340
Study area average soil loss rate(Fm) = 0.324(In/Hr)
Study area total (this main stream) = 291.82(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4170.000 to Point/Station 455.000 6152
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 709.250(Ft.)
Downstream point/station elevation = 706.460(Ft.)
Pipe length = 440.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 508.559(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 508.559(CFS)
Normal flow depth in pipe = 68.88(In.)
Flow top width inside pipe = 64.54(In.)
Critical Depth = 70.61(In.)
Pipe flow velocity = 15.07(Ft/s)
Travel time through pipe = 0.49 min.

Time of concentration (TC) = 24.08 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 455.000 to Point/Station 455.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 291.823(Ac.)
Runoff from this stream = 508.559(CFS)
Time of concentration = 24.08 min.

Rainfall intensity = 2.075(In/Hr)
Area averaged loss rate (Fm) = 0.3235(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3401
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 455.000 to Point/Station 455.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 58.53
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.070(In/Hr) Rainfall intensity = 4.142(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 7.61 min. Rain intensity = 4.14(In/Hr)
Total area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 2) = 306.70(Ac.)
Total runoff = 38.71(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 455.000 to Point/Station 455.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 10.000(Ac.)
Runoff from this stream = 38.710(CFS)
6153
Time of concentration = 7.61 min.

Rainfall intensity = 4.142(In/Hr)
Area averaged loss rate (Fm) = 0.0700(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 508.56 291.823 24.08 0.324 2.075
2 38.71 10.000 7.61 0.070 4.142
Qmax(1) =

1.000 * 1.000 * 508.559) +

0.492 * 1.000 * 38.710) + = 527.618
Qmax(2) =

2.180 * 0.316 * 508.559) +

1.000 * 1.000 * 38.710) + = 389.054
Total of 2 main streams to confluence:

Flow rates before confluence point:
509.559 39.710
Maximum flow rates at confluence using above data:
527.618 389.054
Area of streams before confluence:
291.823 10.000
Effective area values after confluence:
301.823 102.209
Results of confluence:

Total flow rate = 527.618(CFS)
Time of concentration = 24.084 min.

The approximate hydraulic grade line above the pipe invert is

4.512(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 1.364(Ft.)
Minor friction loss = 4.378(Ft.) K-factor = 1.50
Pipe flow velocity = 13.71(Ft/s)
Travel time through pipe = 0.24 min.
6154
Time of concentration (TC) = 24.33 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 455.000 to Point/Station 460.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 301.823(Ac.)
Runoff from this stream = 527.618(CFS)
Time of concentration = 24.33 min.

Rainfall intensity = 2.063(In/Hr)
Area averaged loss rate (Fm) = 0.3151(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3322
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 527.62 301.823 24.33 0.315 2.063
Qmax(1) =

1.000 * 1.000 * 527.618) + = 527.618
Total of 1 main streams to confluence:

Flow rates before confluence point:
528.618
Maximum flow rates at confluence using above data:
527.618
Area of streams before confluence:
301.823
Effective area values after confluence:
301.823
Results of confluence:

Total flow rate = 527.618(CFS)
Time of concentration = 24.327 min.

Effective stream area after confluence = 301.823(Ac.)
Study area average Pervious fraction(Ap) = 0.332
Study area average soil loss rate(Fm) = 0.315(In/Hr)
Study area total = 301.82(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 460.000 to Point/Station 460.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 31.86
Pervious ratio(Ap) = 0.1870 Max loss rate(Fm)= 0.183(In/Hr) Rainfall intensity = 3.339(In/Hr) for a 100.0 year storm User specified values are as follows:
6155
TC = 10.90 min. Rain intensity = 3.34(In/Hr)
Total area this stream = 19.75(Ac.)
Total Study Area (Main Stream No. 1) = 326.45(Ac.)
Total runoff = 50.20(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 460.000 to Point/Station 460.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 19.750(Ac.)
Runoff from this stream = 50.200(CFS)
Time of concentration = 10.90 min.

Rainfall intensity = 3.339(In/Hr)
Area averaged loss rate (Fm) = 0.1830(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1870
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 527.62 301.823 24.33 0.315 2.063
2 50.20 19.750 10.90 0.183 3.339
Qmax(1) =

1.000 * 1.000 * 527.618) +

0.596 * 1.000 * 50.200) + = 557.516
Qmax(2) =

1.730 * 0.448 * 527.618) +

1.000 * 1.000 * 50.200) + = 459.275
Total of 2 main streams to confluence:

Flow rates before confluence point:
528.618 51.200
Maximum flow rates at confluence using above data:
557.516 459.275
Area of streams before confluence:
301.823 19.750
Effective area values after confluence:
321.573 154.984
Results of confluence:

Total flow rate = 557.516(CFS)
Time of concentration = 24.327 min.

Effective stream area after confluence = 321.573(Ac.)
Study area average Pervious fraction(Ap) = 0.323
Study area average soil loss rate(Fm) = 0.307(In/Hr)
Study area total = 321.57(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 460.000 to Point/Station 465.000 6156
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 705.230(Ft.)
Downstream point/station elevation = 702.700(Ft.)
Pipe length = 420.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 557.516(CFS)
Given pipe size = 84.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.

The approximate hydraulic grade line above the pipe invert is

5.556(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 3.198(Ft.)
Minor friction loss = 4.888(Ft.) K-factor = 1.50
Pipe flow velocity = 14.49(Ft/s)
Travel time through pipe = 0.48 min.

Time of concentration (TC) = 24.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 460.000 to Point/Station 465.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 321.573(Ac.)
Runoff from this stream = 557.516(CFS)
Time of concentration = 24.81 min.

Rainfall intensity = 2.038(In/Hr)
Area averaged loss rate (Fm) = 0.3070(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3232
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 465.000 to Point/Station 465.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 56.07
Pervious ratio(Ap) = 0.1910 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 4.044(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 7.92 min. Rain intensity = 4.04(In/Hr)
Total area this stream = 6.67(Ac.)
Total Study Area (Main Stream No. 2) = 333.12(Ac.)
Total runoff = 23.53(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 465.000 to Point/Station 465.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 6.670(Ac.)
6157
Runoff from this stream = 23.530(CFS)
Time of concentration = 7.92 min.

Rainfall intensity = 4.044(In/Hr)
Area averaged loss rate (Fm) = 0.1400(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1910
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 557.52 321.573 24.81 0.307 2.038
2 23.53 6.670 7.92 0.140 4.044
Qmax(1) =

1.000 * 1.000 * 557.516) +

0.486 * 1.000 * 23.530) + = 568.957
Qmax(2) =

2.159 * 0.319 * 557.516) +

1.000 * 1.000 * 23.530) + = 407.678
Total of 2 main streams to confluence:

Flow rates before confluence point:
558.516 24.530
Maximum flow rates at confluence using above data:
568.957 407.678
Area of streams before confluence:
321.573 6.670
Effective area values after confluence:
328.243 109.322
Results of confluence:

Total flow rate = 568.957(CFS)
Time of concentration = 24.811 min.

Effective stream area after confluence = 328.243(Ac.)
Study area average Pervious fraction(Ap) = 0.321
Study area average soil loss rate(Fm) = 0.304(In/Hr)
Study area total = 328.24(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 465.000 to Point/Station 4171.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 702.700(Ft.)
Downstream point/station elevation = 701.370(Ft.)
Pipe length = 210.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 568.957(CFS)
Given pipe size = 84.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.

The approximate hydraulic grade line above the pipe invert is

5.426(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 1.665(Ft.)
Minor friction loss = 5.091(Ft.) K-factor = 1.50
Pipe flow velocity = 14.78(Ft/s)
6158
Travel time through pipe = 0.24 min.

Time of concentration (TC) = 25.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 465.000 to Point/Station 4171.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 328.243(Ac.)
Runoff from this stream = 568.957(CFS)
Time of concentration = 25.05 min.

Rainfall intensity = 2.027(In/Hr)
Area averaged loss rate (Fm) = 0.3036(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3206
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4171.000 to Point/Station 4171.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 31.98
Pervious ratio(Ap) = 0.1810 Max loss rate(Fm)= 0.177(In/Hr) Rainfall intensity = 2.966(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 13.28 min. Rain intensity = 2.97(In/Hr)
Total area this stream = 14.13(Ac.)
Total Study Area (Main Stream No. 2) = 347.25(Ac.)
Total runoff = 35.60(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4171.000 to Point/Station 4171.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 14.130(Ac.)
Runoff from this stream = 35.600(CFS)
Time of concentration = 13.28 min.

Rainfall intensity = 2.966(In/Hr)
Area averaged loss rate (Fm) = 0.1770(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1810
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 568.96 328.243 25.05 0.304 2.027
2 35.60 14.130 13.28 0.177 2.966
6159
Qmax(1) =

1.000 * 1.000 * 568.957) +

0.663 * 1.000 * 35.600) + = 592.570
Qmax(2) =

1.545 * 0.530 * 568.957) +

1.000 * 1.000 * 35.600) + = 501.647
Total of 2 main streams to confluence:

Flow rates before confluence point:
569.957 36.600
Maximum flow rates at confluence using above data:
592.570 501.647
Area of streams before confluence:
328.243 14.130
Effective area values after confluence:
342.373 188.164
Results of confluence:

Total flow rate = 592.570(CFS)
Time of concentration = 25.047 min.

Effective stream area after confluence = 342.373(Ac.)
Study area average Pervious fraction(Ap) = 0.315
Study area average soil loss rate(Fm) = 0.298(In/Hr)
Study area total = 342.37(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 465.000 to Point/Station 4171.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 342.373(Ac.)
Runoff from this stream = 592.570(CFS)
Time of concentration = 25.05 min.

Rainfall intensity = 2.027(In/Hr)
Area averaged loss rate (Fm) = 0.2984(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3148
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 465.000 to Point/Station 4171.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 210.000(Ft.)
Top (of initial area) elevation = 702.700(Ft.)
Bottom (of initial area) elevation = 701.370(Ft.)
6160
Difference in elevation = 1.330(Ft.)
Slope = 0.00633 s(%)= 0.63
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.103 min.

Rainfall intensity = 4.317(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 21.798(CFS)
Total initial stream area = 5.740(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4171.000 to Point/Station 4171.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 5.740(Ac.)
Runoff from this stream = 21.798(CFS)
Time of concentration = 7.10 min.

Rainfall intensity = 4.317(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 592.57 342.373 25.05 0.298 2.027
2 21.80 5.740 7.10 0.098 4.317
Qmax(1) =

1.000 * 1.000 * 592.570) +

0.457 * 1.000 * 21.798) + = 602.535
Qmax(2) =

2.325 * 0.284 * 592.570) +

1.000 * 1.000 * 21.798) + = 412.520
Total of 2 streams to confluence:

Flow rates before confluence point:
592.570 21.798
Maximum flow rates at confluence using above data:
602.535 412.520
Area of streams before confluence:
342.373 5.740
Effective area values after confluence:
348.113 102.830
Results of confluence:

Total flow rate = 602.535(CFS)
Time of concentration = 25.047 min.

Effective stream area after confluence = 348.113(Ac.)
Study area average Pervious fraction(Ap) = 0.311
Study area average soil loss rate(Fm) = 0.295(In/Hr)
Study area total (this main stream) = 348.11(Ac.)
6161
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4171.000 to Point/Station 4200.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 701.370(Ft.)
Downstream point/station elevation = 700.360(Ft.)
Pipe length = 150.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 602.535(CFS)
Given pipe size = 84.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.

The approximate hydraulic grade line above the pipe invert is

6.033(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 1.334(Ft.)
Minor friction loss = 5.710(Ft.) K-factor = 1.50
Pipe flow velocity = 15.66(Ft/s)
Travel time through pipe = 0.16 min.

Time of concentration (TC) = 25.21 min.

End of computations, Total Study Area = 352.99 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.313
Area averaged SCS curve number = 36.6
6162
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2018 Version 9.0 Rational Hydrology Study Date: 09/08/22
------------------------------------------------------------------------ Rich-Haven Specific Plan
Hydrology Study for Allowable Q
100-yr Stormill Creek Storm Drain
Haven Storm Drain
------------------------------------------------------------------------ Program License Serial Number 6440
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
Computed rainfall intensity:

Storm year = 100.00 1 hour rainfall = 1.200 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4070.000 to Point/Station 4070.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.46
Pervious ratio(Ap) = 0.3620 Max loss rate(Fm)= 0.353(In/Hr) Rainfall intensity = 2.348(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 19.60 min. Rain intensity = 2.35(In/Hr)
Total area this stream = 67.70(Ac.)
Total Study Area (Main Stream No. 1) = 67.70(Ac.)
Total runoff = 72.96(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4070.000 to Point/Station 4075.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 744.000(Ft.)
Downstream point/station elevation = 740.000(Ft.)
Pipe length = 660.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 72.960(CFS)
Given pipe size = 54.00(In.)
Calculated individual pipe flow = 72.960(CFS)
Normal flow depth in pipe = 26.25(In.)
6163
Flow top width inside pipe = 53.98(In.)
Critical Depth = 29.91(In.)
Pipe flow velocity = 9.51(Ft/s)
Travel time through pipe = 1.16 min.

Time of concentration (TC) = 20.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4070.000 to Point/Station 4075.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 67.700(Ac.)
Runoff from this stream = 72.960(CFS)
Time of concentration = 20.76 min.

Rainfall intensity = 2.269(In/Hr)
Area averaged loss rate (Fm) = 0.3530(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3620
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ PARK subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Initial area flow distance = 640.000(Ft.)
Top (of initial area) elevation = 765.000(Ft.)
Bottom (of initial area) elevation = 761.000(Ft.)
Difference in elevation = 4.000(Ft.)
Slope = 0.00625 s(%)= 0.63
TC = k(0.483)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 17.670 min.

Rainfall intensity = 2.499(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.601 Subarea runoff = 7.264(CFS)
Total initial stream area = 4.840(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 753.000(Ft.)
Downstream point/station elevation = 747.000(Ft.)
6164
Pipe length = 760.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.264(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 7.264(CFS)
Normal flow depth in pipe = 8.51(In.)
Flow top width inside pipe = 30.59(In.)
Critical Depth = 10.15(In.)
Pipe flow velocity = 5.69(Ft/s)
Travel time through pipe = 2.23 min.

Time of concentration (TC) = 19.90 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ PARK subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 19.90 min.

Rainfall intensity = 2.327(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.579
Subarea runoff = 14.841(CFS) for 11.580(Ac.)
Total runoff = 22.106(CFS)
Effective area this stream = 16.42(Ac.)
Total Study Area (Main Stream No. 2) = 84.12(Ac.)
Area averaged Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 4075.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 747.000(Ft.)
Downstream point/station elevation = 740.000(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.106(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 22.106(CFS)
Normal flow depth in pipe = 5.78(In.)
Flow top width inside pipe = 26.44(In.)
Critical Depth = 18.14(In.)
Pipe flow velocity = 30.09(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 19.91 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 4075.000 **** SUBAREA FLOW ADDITION ****
6165
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 19.91 min.

Rainfall intensity = 2.326(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.619
Subarea runoff = 5.444(CFS) for 2.720(Ac.)
Total runoff = 27.549(CFS)
Effective area this stream = 19.14(Ac.)
Total Study Area (Main Stream No. 2) = 86.84(Ac.)
Area averaged Fm value = 0.727(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 4075.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 19.140(Ac.)
Runoff from this stream = 27.549(CFS)
Time of concentration = 19.91 min.

Rainfall intensity = 2.326(In/Hr)
Area averaged loss rate (Fm) = 0.7269(In/Hr)
Area averaged Pervious ratio (Ap) = 0.7434
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 72.96 67.700 20.76 0.353 2.269
2 27.55 19.140 19.91 0.727 2.326
Qmax(1) =

1.000 * 1.000 * 72.960) +

0.964 * 1.000 * 27.549) + = 99.519
Qmax(2) =

1.030 * 0.959 * 72.960) +

1.000 * 1.000 * 27.549) + = 99.629
Total of 2 main streams to confluence:

Flow rates before confluence point:

73.960 28.549
Maximum flow rates at confluence using above data:

99.519 99.629
Area of streams before confluence:

67.700 19.140
Effective area values after confluence:

86.840 84.074
6166
Results of confluence:

Total flow rate = 99.629(CFS)
Time of concentration = 19.909 min.

Effective stream area after confluence = 84.074(Ac.)
Study area average Pervious fraction(Ap) = 0.446
Study area average soil loss rate(Fm) = 0.435(In/Hr)
Study area total = 86.84(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4075.000 to Point/Station 4120.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 740.000(Ft.)
Downstream point/station elevation = 729.300(Ft.)
Pipe length = 990.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 99.629(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 99.629(CFS)
Normal flow depth in pipe = 25.20(In.)
Flow top width inside pipe = 59.23(In.)
Critical Depth = 34.08(In.)
Pipe flow velocity = 12.74(Ft/s)
Travel time through pipe = 1.30 min.

Time of concentration (TC) = 21.20 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4120.000 to Point/Station 4120.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 84.074(Ac.)
Runoff from this stream = 99.629(CFS)
Time of concentration = 21.20 min.

Rainfall intensity = 2.240(In/Hr)
Area averaged loss rate (Fm) = 0.4354(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4461
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4075.000 to Point/Station 4120.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 990.000(Ft.)
6167
Top (of initial area) elevation = 740.000(Ft.)
Bottom (of initial area) elevation = 729.300(Ft.)
Difference in elevation = 10.700(Ft.)
Slope = 0.01081 s(%)= 1.08
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.868 min.

Rainfall intensity = 3.173(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.872 Subarea runoff = 8.745(CFS)
Total initial stream area = 3.160(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4120.000 to Point/Station 4120.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.160(Ac.)
Runoff from this stream = 8.745(CFS)
Time of concentration = 11.87 min.

Rainfall intensity = 3.173(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 99.63 84.074 21.20 0.435 2.240
2 8.75 3.160 11.87 0.098 3.173
Qmax(1) =

1.000 * 1.000 * 99.629) +

0.697 * 1.000 * 8.745) + = 105.721
Qmax(2) =

1.517 * 0.560 * 99.629) +

1.000 * 1.000 * 8.745) + = 93.340
Total of 2 streams to confluence:

Flow rates before confluence point:

99.629 8.745
Maximum flow rates at confluence using above data:
105.721 93.340
Area of streams before confluence:

84.074 3.160
Effective area values after confluence:

87.234 50.217
Results of confluence:

Total flow rate = 105.721(CFS)
Time of concentration = 21.204 min.

Effective stream area after confluence = 87.234(Ac.)
Study area average Pervious fraction(Ap) = 0.434
Study area average soil loss rate(Fm) = 0.423(In/Hr)
6168
Study area total (this main stream) = 87.23(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4075.000 to Point/Station 4120.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 87.234(Ac.)
Runoff from this stream = 105.721(CFS)
Time of concentration = 21.20 min.

Rainfall intensity = 2.240(In/Hr)
Area averaged loss rate (Fm) = 0.4232(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4335
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4080.000 to Point/Station 4080.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.04
Pervious ratio(Ap) = 0.3570 Max loss rate(Fm)= 0.349(In/Hr) Rainfall intensity = 2.612(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 16.41 min. Rain intensity = 2.61(In/Hr)
Total area this stream = 68.90(Ac.)
Total Study Area (Main Stream No. 2) = 158.90(Ac.)
Total runoff = 73.08(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4080.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 747.700(Ft.)
Downstream point/station elevation = 745.890(Ft.)
Pipe length = 360.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 73.080(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 73.080(CFS)
Normal flow depth in pipe = 26.23(In.)
Flow top width inside pipe = 59.52(In.)
Critical Depth = 28.99(In.)
Pipe flow velocity = 8.86(Ft/s)
Travel time through pipe = 0.68 min.

Time of concentration (TC) = 17.09 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4080.000 to Point/Station 410.000 **** CONFLUENCE OF MINOR STREAMS ****
6169
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 68.900(Ac.)
Runoff from this stream = 73.080(CFS)
Time of concentration = 17.09 min.

Rainfall intensity = 2.550(In/Hr)
Area averaged loss rate (Fm) = 0.3490(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3570
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 407.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ PARK subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Initial area flow distance = 400.000(Ft.)
Top (of initial area) elevation = 765.000(Ft.)
Bottom (of initial area) elevation = 762.000(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.00750 s(%)= 0.75
TC = k(0.483)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 14.118 min.

Rainfall intensity = 2.859(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.638 Subarea runoff = 4.344(CFS)
Total initial stream area = 2.380(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 749.000(Ft.)
Downstream point/station elevation = 745.890(Ft.)
Pipe length = 100.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.344(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 4.344(CFS)
Normal flow depth in pipe = 5.35(In.)
Flow top width inside pipe = 19.98(In.)
Critical Depth = 8.77(In.)
Pipe flow velocity = 8.33(Ft/s)
Travel time through pipe = 0.20 min.

Time of concentration (TC) = 14.32 min.
6170
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 410.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 14.32 min.

Rainfall intensity = 2.835(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.676
Subarea runoff = 1.156(CFS) for 0.490(Ac.)
Total runoff = 5.499(CFS)
Effective area this stream = 2.87(Ac.)
Total Study Area (Main Stream No. 2) = 161.77(Ac.)
Area averaged Fm value = 0.706(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 410.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 2.870(Ac.)
Runoff from this stream = 5.499(CFS)
Time of concentration = 14.32 min.

Rainfall intensity = 2.835(In/Hr)
Area averaged loss rate (Fm) = 0.7059(In/Hr)
Area averaged Pervious ratio (Ap) = 0.7220
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 73.08 68.900 17.09 0.349 2.550
2 5.50 2.870 14.32 0.706 2.835
Qmax(1) =

1.000 * 1.000 * 73.080) +

0.866 * 1.000 * 5.499) + = 77.842
Qmax(2) =

1.130 * 0.838 * 73.080) +

1.000 * 1.000 * 5.499) + = 74.675
Total of 2 streams to confluence:

Flow rates before confluence point:

73.080 5.499
Maximum flow rates at confluence using above data:

77.842 74.675
Area of streams before confluence:

68.900 2.870
6171
Effective area values after confluence:

71.770 60.602
Results of confluence:

Total flow rate = 77.842(CFS)
Time of concentration = 17.088 min.

Effective stream area after confluence = 71.770(Ac.)
Study area average Pervious fraction(Ap) = 0.372
Study area average soil loss rate(Fm) = 0.363(In/Hr)
Study area total (this main stream) = 71.77(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 415.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 745.890(Ft.)
Downstream point/station elevation = 741.230(Ft.)
Pipe length = 930.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 77.842(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 77.842(CFS)
Normal flow depth in pipe = 27.21(In.)
Flow top width inside pipe = 59.74(In.)
Critical Depth = 29.95(In.)
Pipe flow velocity = 8.99(Ft/s)
Travel time through pipe = 1.72 min.

Time of concentration (TC) = 18.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 415.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 71.770(Ac.)
Runoff from this stream = 77.842(CFS)
Time of concentration = 18.81 min.

Rainfall intensity = 2.407(In/Hr)
Area averaged loss rate (Fm) = 0.3633(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3716
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 412.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ PARK subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Initial area flow distance = 630.000(Ft.)
6172
Top (of initial area) elevation = 759.000(Ft.)
Bottom (of initial area) elevation = 756.000(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.00476 s(%)= 0.48
TC = k(0.483)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 18.541 min.

Rainfall intensity = 2.260(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.569
Subarea runoff = 13.730(CFS) for 11.180(Ac.)
Total runoff = 19.937(CFS)
Effective area this stream = 15.50(Ac.)
Total Study Area (Main Stream No. 2) = 177.27(Ac.)
Area averaged Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6173
Process from Point/Station 412.000 to Point/Station 415.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 20.88 min.

Rainfall intensity = 2.260(In/Hr)
Area averaged loss rate (Fm) = 0.7752(In/Hr)
Area averaged Pervious ratio (Ap) = 0.7928
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 77.84 71.770 18.81 0.363 2.407
2 22.43 16.780 20.88 0.775 2.260
Qmax(1) =

1.000 * 1.000 * 77.842) +

1.099 * 0.901 * 22.429) + = 100.035
Qmax(2) =

0.928 * 1.000 * 77.842) +

1.000 * 1.000 * 22.429) + = 94.695
Total of 2 streams to confluence:

Flow rates before confluence point:

77.842 22.429
Maximum flow rates at confluence using above data:
100.035 94.695
Area of streams before confluence:

71.770 16.780
Effective area values after confluence:
6174

86.884 88.550
Results of confluence:

Total flow rate = 100.035(CFS)
Time of concentration = 18.811 min.

Effective stream area after confluence = 86.884(Ac.)
Study area average Pervious fraction(Ap) = 0.451
Study area average soil loss rate(Fm) = 0.441(In/Hr)
Study area total (this main stream) = 88.55(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 741.230(Ft.)
Downstream point/station elevation = 739.420(Ft.)
Pipe length = 240.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 100.035(CFS)
Given pipe size = 72.00(In.)
Calculated individual pipe flow = 100.035(CFS)
Normal flow depth in pipe = 25.66(In.)
Flow top width inside pipe = 68.97(In.)
Critical Depth = 32.29(In.)
Pipe flow velocity = 11.07(Ft/s)
Travel time through pipe = 0.36 min.

Time of concentration (TC) = 19.17 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 86.884(Ac.)
Runoff from this stream = 100.035(CFS)
Time of concentration = 19.17 min.

Rainfall intensity = 2.379(In/Hr)
Area averaged loss rate (Fm) = 0.4413(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4514
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 416.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 31.61
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In/Hr) Rainfall intensity = 2.642(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 16.10 min. Rain intensity = 2.64(In/Hr)
Total area this stream = 14.60(Ac.)
Total Study Area (Main Stream No. 2) = 193.15(Ac.)
Total runoff = 32.50(CFS)
6175
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 416.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 14.600(Ac.)
Runoff from this stream = 32.500(CFS)
Time of concentration = 16.10 min.

Rainfall intensity = 2.642(In/Hr)
Area averaged loss rate (Fm) = 0.1960(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 100.03 86.884 19.17 0.441 2.379
2 32.50 14.600 16.10 0.196 2.642
Qmax(1) =

1.000 * 1.000 * 100.035) +

0.893 * 1.000 * 32.500) + = 129.042
Qmax(2) =

1.136 * 0.840 * 100.035) +

1.000 * 1.000 * 32.500) + = 127.898
Total of 2 streams to confluence:

Flow rates before confluence point:
100.035 32.500
Maximum flow rates at confluence using above data:
129.042 127.898
Area of streams before confluence:

86.884 14.600
Effective area values after confluence:
101.484 87.560
Results of confluence:

Total flow rate = 129.042(CFS)
Time of concentration = 19.172 min.

Effective stream area after confluence = 101.484(Ac.)
Study area average Pervious fraction(Ap) = 0.415
Study area average soil loss rate(Fm) = 0.406(In/Hr)
Study area total (this main stream) = 101.48(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 739.420(Ft.)
Downstream point/station elevation = 730.300(Ft.)
Pipe length = 1550.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 129.042(CFS)
Given pipe size = 72.00(In.)
6176
Calculated individual pipe flow = 129.042(CFS)
Normal flow depth in pipe = 31.55(In.)
Flow top width inside pipe = 71.45(In.)
Critical Depth = 36.90(In.)
Pipe flow velocity = 10.83(Ft/s)
Travel time through pipe = 2.39 min.

Time of concentration (TC) = 21.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 420.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 101.484(Ac.)
Runoff from this stream = 129.042(CFS)
Time of concentration = 21.56 min.

Rainfall intensity = 2.218(In/Hr)
Area averaged loss rate (Fm) = 0.4060(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4152
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 416.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(11+ dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In/Hr) Initial subarea data:

Rainfall intensity = 4.123(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.857 Subarea runoff = 1.273(CFS)
Total initial stream area = 0.360(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.196(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 739.420(Ft.)
Downstream point/station elevation = 730.300(Ft.)
6177
Pipe length = 1550.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.273(CFS)
Given pipe size = 72.00(In.)
Calculated individual pipe flow = 1.273(CFS)
Normal flow depth in pipe = 3.27(In.)
Flow top width inside pipe = 29.99(In.)
Critical depth could not be calculated.

Pipe flow velocity = 2.77(Ft/s)
Travel time through pipe = 9.31 min.

Rainfall intensity = 2.559(In/Hr)
Area averaged loss rate (Fm) = 0.1956(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 129.04 101.484 21.56 0.406 2.218
2 18.00 8.460 16.98 0.196 2.559
Qmax(1) =

1.000 * 1.000 * 129.042) +
6178

0.856 * 1.000 * 17.996) + = 144.439
Qmax(2) =

1.188 * 0.788 * 129.042) +

1.000 * 1.000 * 17.996) + = 138.799
Total of 2 streams to confluence:

Flow rates before confluence point:
129.042 17.996
Maximum flow rates at confluence using above data:
144.439 138.799
Area of streams before confluence:
101.484 8.460
Effective area values after confluence:
109.944 88.403
Results of confluence:

Total flow rate = 144.439(CFS)
Time of concentration = 21.558 min.

Effective stream area after confluence = 109.944(Ac.)
Study area average Pervious fraction(Ap) = 0.399
Study area average soil loss rate(Fm) = 0.390(In/Hr)
Study area total (this main stream) = 109.94(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 4120.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 730.300(Ft.)
Downstream point/station elevation = 729.300(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 144.439(CFS)
Given pipe size = 72.00(In.)
Calculated individual pipe flow = 144.439(CFS)
Normal flow depth in pipe = 19.01(In.)
Flow top width inside pipe = 63.47(In.)
Critical Depth = 39.09(In.)
Pipe flow velocity = 24.21(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 21.57 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4080.000 to Point/Station 4120.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 109.944(Ac.)
Runoff from this stream = 144.439(CFS)
Time of concentration = 21.57 min.

Rainfall intensity = 2.217(In/Hr)
Area averaged loss rate (Fm) = 0.3898(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3987
Summary of stream data:
6179
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 105.72 87.234 21.20 0.423 2.240
2 144.44 109.944 21.57 0.390 2.217
Qmax(1) =

1.000 * 1.000 * 105.721) +

1.013 * 0.983 * 144.439) + = 249.484
Qmax(2) =

0.987 * 1.000 * 105.721) +

1.000 * 1.000 * 144.439) + = 248.822
Total of 2 main streams to confluence:

Flow rates before confluence point:
106.721 145.439
Maximum flow rates at confluence using above data:
249.484 248.822
Area of streams before confluence:

87.234 109.944
Effective area values after confluence:
195.303 197.178
Results of confluence:

Total flow rate = 249.484(CFS)
Time of concentration = 21.204 min.

Effective stream area after confluence = 195.303(Ac.)
Study area average Pervious fraction(Ap) = 0.414
Study area average soil loss rate(Fm) = 0.405(In/Hr)
Study area total = 197.18(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4120.000 to Point/Station 430.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 729.300(Ft.)
Downstream point/station elevation = 725.100(Ft.)
Pipe length = 490.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 249.484(CFS)
Given pipe size = 72.00(In.)
Calculated individual pipe flow = 249.484(CFS)
Normal flow depth in pipe = 41.72(In.)
Flow top width inside pipe = 71.09(In.)
Critical Depth = 51.92(In.)
Pipe flow velocity = 14.69(Ft/s)
Travel time through pipe = 0.56 min.

Time of concentration (TC) = 21.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4120.000 to Point/Station 430.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ 6180
The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 195.303(Ac.)
Runoff from this stream = 249.484(CFS)
Time of concentration = 21.76 min.

Rainfall intensity = 2.205(In/Hr)
Area averaged loss rate (Fm) = 0.4046(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4141
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 426.000 to Point/Station 426.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 31.61
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In/Hr) Rainfall intensity = 3.076(In/Hr) for a 100.0 year storm User specified values are as follows:

Time of concentration (TC) = 17.72 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 426.000 to Point/Station 427.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ RESIDENTIAL(11+ dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
6181
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In/Hr) Time of concentration = 17.72 min.

In Main Stream number: 2
Stream flow area = 23.610(Ac.)
Runoff from this stream = 48.857(CFS)
Time of concentration = 17.73 min.

Rainfall intensity = 2.493(In/Hr)
Area averaged loss rate (Fm) = 0.1956(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 249.48 195.303 21.76 0.405 2.205
2 48.86 23.610 17.73 0.196 2.493
Qmax(1) =

1.000 * 1.000 * 249.484) +

0.875 * 1.000 * 48.857) + = 292.217
Qmax(2) =

1.160 * 0.815 * 249.484) +
6182

1.000 * 1.000 * 48.857) + = 284.705
Total of 2 main streams to confluence:

Flow rates before confluence point:
250.484 49.857
Maximum flow rates at confluence using above data:
292.217 284.705
Area of streams before confluence:
195.303 23.610
Effective area values after confluence:
218.913 182.781
Results of confluence:

Total flow rate = 292.217(CFS)
Time of concentration = 21.760 min.

Effective stream area after confluence = 218.913(Ac.)
Study area average Pervious fraction(Ap) = 0.391
Study area average soil loss rate(Fm) = 0.382(In/Hr)
Study area total = 218.91(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 430.000 to Point/Station 440.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 725.100(Ft.)
Downstream point/station elevation = 721.360(Ft.)
Pipe length = 500.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 292.217(CFS)
Given pipe size = 72.00(In.)
Calculated individual pipe flow = 292.217(CFS)
Normal flow depth in pipe = 48.61(In.)
Flow top width inside pipe = 67.44(In.)
Critical Depth = 56.08(In.)
Pipe flow velocity = 14.38(Ft/s)
Travel time through pipe = 0.58 min.

Time of concentration (TC) = 22.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 430.000 to Point/Station 440.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 218.913(Ac.)
Runoff from this stream = 292.217(CFS)
Time of concentration = 22.34 min.

Rainfall intensity = 2.171(In/Hr)
Area averaged loss rate (Fm) = 0.3821(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3910
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 430.000 to Point/Station 440.000 6183
**** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 292.22 218.913 22.34 0.382 2.171
2 42.61 13.610 9.72 0.098 3.577
Qmax(1) =

1.000 * 1.000 * 292.217) +

0.596 * 1.000 * 42.611) + = 317.610
Qmax(2) =

1.786 * 0.435 * 292.217) +

1.000 * 1.000 * 42.611) + = 269.681
Total of 2 streams to confluence:

Flow rates before confluence point:
292.217 42.611
Maximum flow rates at confluence using above data:
317.610 269.681
Area of streams before confluence:
218.913 13.610
Effective area values after confluence:
232.523 108.866
Results of confluence:

Total flow rate = 317.610(CFS)
Time of concentration = 22.339 min.

Effective stream area after confluence = 232.523(Ac.)
Study area average Pervious fraction(Ap) = 0.374
Study area average soil loss rate(Fm) = 0.365(In/Hr)
Study area total (this main stream) = 232.52(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 440.000 to Point/Station 445.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 721.360(Ft.)
Downstream point/station elevation = 716.140(Ft.)
Pipe length = 630.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 317.610(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 317.610(CFS)
Normal flow depth in pipe = 44.25(In.)
Flow top width inside pipe = 83.88(In.)
Critical Depth = 56.31(In.)
Pipe flow velocity = 15.44(Ft/s)
Travel time through pipe = 0.68 min.

Time of concentration (TC) = 23.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6185
Process from Point/Station 445.000 to Point/Station 445.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 232.523(Ac.)
Runoff from this stream = 317.610(CFS)
Time of concentration = 23.02 min.

Rainfall intensity = 2.132(In/Hr)
Area averaged loss rate (Fm) = 0.3654(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3740
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 440.000 to Point/Station 445.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 3.425(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
6186
1 317.61 232.523 23.02 0.365 2.132
2 7.01 2.340 10.45 0.098 3.425
Qmax(1) =

1.000 * 1.000 * 317.610) +

0.611 * 1.000 * 7.008) + = 321.895
Qmax(2) =

1.732 * 0.454 * 317.610) +

1.000 * 1.000 * 7.008) + = 256.634
Total of 2 streams to confluence:

Flow rates before confluence point:
317.610 7.008
Maximum flow rates at confluence using above data:
321.895 256.634
Area of streams before confluence:
232.523 2.340
Effective area values after confluence:
234.863 107.857
Results of confluence:

Total flow rate = 321.895(CFS)
Time of concentration = 23.019 min.

Effective stream area after confluence = 234.863(Ac.)
Study area average Pervious fraction(Ap) = 0.371
Study area average soil loss rate(Fm) = 0.363(In/Hr)
Study area total (this main stream) = 234.86(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 440.000 to Point/Station 445.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 234.863(Ac.)
Runoff from this stream = 321.895(CFS)
Time of concentration = 23.02 min.

Rainfall intensity = 2.132(In/Hr)
Area averaged loss rate (Fm) = 0.3627(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3712
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 445.000 to Point/Station 445.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 55.61
Pervious ratio(Ap) = 0.2300 Max loss rate(Fm)= 0.170(In/Hr) Rainfall intensity = 3.597(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 9.63 min. Rain intensity = 3.60(In/Hr)
Total area this stream = 36.30(Ac.)
6187
Total Study Area (Main Stream No. 2) = 277.47(Ac.)
Total runoff = 95.46(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 445.000 to Point/Station 445.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 36.300(Ac.)
Runoff from this stream = 95.460(CFS)
Time of concentration = 9.63 min.

Rainfall intensity = 3.597(In/Hr)
Area averaged loss rate (Fm) = 0.1700(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2300
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 321.89 234.863 23.02 0.363 2.132
2 95.46 36.300 9.63 0.170 3.597
Qmax(1) =

1.000 * 1.000 * 321.895) +

0.573 * 1.000 * 95.460) + = 376.557
Qmax(2) =

1.828 * 0.418 * 321.895) +

1.000 * 1.000 * 95.460) + = 341.581
Total of 2 main streams to confluence:

Flow rates before confluence point:
322.895 96.460
Maximum flow rates at confluence using above data:
376.557 341.581
Area of streams before confluence:
234.863 36.300
Effective area values after confluence:
271.163 134.555
Results of confluence:

Total flow rate = 376.557(CFS)
Time of concentration = 23.019 min.

Effective stream area after confluence = 271.163(Ac.)
Study area average Pervious fraction(Ap) = 0.352
Study area average soil loss rate(Fm) = 0.337(In/Hr)
Study area total = 271.16(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 445.000 to Point/Station 450.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ 6188
Upstream point/station elevation = 715.590(Ft.)
Downstream point/station elevation = 713.200(Ft.)
Pipe length = 360.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 376.557(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 376.557(CFS)
Normal flow depth in pipe = 52.97(In.)
Flow top width inside pipe = 81.08(In.)
Critical Depth = 61.36(In.)
Pipe flow velocity = 14.74(Ft/s)
Travel time through pipe = 0.41 min.

Time of concentration (TC) = 23.43 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 445.000 to Point/Station 450.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 271.163(Ac.)
Runoff from this stream = 376.557(CFS)
Time of concentration = 23.43 min.

Rainfall intensity = 2.110(In/Hr)
Area averaged loss rate (Fm) = 0.3369(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3523
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 450.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 58.53
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.070(In/Hr) Rainfall intensity = 5.304(In/Hr) for a 100.0 year storm User specified values are as follows:

In Main Stream number: 2
Stream flow area = 4.100(Ac.)
Runoff from this stream = 21.000(CFS)
Time of concentration = 5.04 min.

Rainfall intensity = 5.304(In/Hr)
6189
Area averaged loss rate (Fm) = 0.0700(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 376.56 271.163 23.43 0.337 2.110
2 21.00 4.100 5.04 0.070 5.304
Qmax(1) =

1.000 * 1.000 * 376.557) +

0.390 * 1.000 * 21.000) + = 384.741
Qmax(2) =

2.802 * 0.215 * 376.557) +

1.000 * 1.000 * 21.000) + = 247.979
Total of 2 main streams to confluence:

Flow rates before confluence point:
377.557 22.000
Maximum flow rates at confluence using above data:
384.741 247.979
Area of streams before confluence:
271.163 4.100
Effective area values after confluence:
275.263 62.439
Results of confluence:

Total flow rate = 384.741(CFS)
Time of concentration = 23.426 min.

Effective stream area after confluence = 275.263(Ac.)
Study area average Pervious fraction(Ap) = 0.349
Study area average soil loss rate(Fm) = 0.333(In/Hr)
Study area total = 275.26(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 4170.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 712.610(Ft.)
Downstream point/station elevation = 710.300(Ft.)
Pipe length = 340.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 384.741(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 384.741(CFS)
Normal flow depth in pipe = 53.30(In.)
Flow top width inside pipe = 80.90(In.)
Critical Depth = 62.02(In.)
Pipe flow velocity = 14.94(Ft/s)
Travel time through pipe = 0.38 min.

Time of concentration (TC) = 23.81 min.
6190
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4170.000 to Point/Station 4170.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 275.263(Ac.)
Runoff from this stream = 384.741(CFS)
Time of concentration = 23.81 min.

Rainfall intensity = 2.090(In/Hr)
Area averaged loss rate (Fm) = 0.3330(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3486
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4170.000 to Point/Station 4170.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 55.61
Pervious ratio(Ap) = 0.2300 Max loss rate(Fm)= 0.170(In/Hr) Rainfall intensity = 3.165(In/Hr) for a 100.0 year storm User specified values are as follows:

In Main Stream number: 2
Stream flow area = 8.600(Ac.)
Runoff from this stream = 22.100(CFS)
Time of concentration = 11.92 min.

Rainfall intensity = 3.165(In/Hr)
Area averaged loss rate (Fm) = 0.1700(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2300
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 384.74 275.263 23.81 0.333 2.090
2 22.10 8.600 11.92 0.170 3.165
Qmax(1) =

1.000 * 1.000 * 384.741) +

0.641 * 1.000 * 22.100) + = 398.908
Qmax(2) =
6191

1.612 * 0.501 * 384.741) +

1.000 * 1.000 * 22.100) + = 332.632
Total of 2 main streams to confluence:

Flow rates before confluence point:
385.741 23.100
Maximum flow rates at confluence using above data:
398.908 332.632
Area of streams before confluence:
275.263 8.600
Effective area values after confluence:
283.863 146.431
Results of confluence:

Total flow rate = 398.908(CFS)
Time of concentration = 23.805 min.

Effective stream area after confluence = 283.863(Ac.)
Study area average Pervious fraction(Ap) = 0.345
Study area average soil loss rate(Fm) = 0.328(In/Hr)
Study area total = 283.86(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4170.000 to Point/Station 4170.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 283.863(Ac.)
Runoff from this stream = 398.908(CFS)
Time of concentration = 23.81 min.

Rainfall intensity = 2.090(In/Hr)
Area averaged loss rate (Fm) = 0.3280(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3450
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 4170.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 340.000(Ft.)
Top (of initial area) elevation = 712.610(Ft.)
Bottom (of initial area) elevation = 710.300(Ft.)
Difference in elevation = 2.310(Ft.)
Slope = 0.00679 s(%)= 0.68
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.493 min.
6192
Rainfall intensity = 3.878(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.877 Subarea runoff = 22.219(CFS)
Total initial stream area = 6.530(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4170.000 to Point/Station 4170.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 6.530(Ac.)
Runoff from this stream = 22.219(CFS)
Time of concentration = 8.49 min.

Rainfall intensity = 3.878(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 398.91 283.863 23.81 0.328 2.090
2 22.22 6.530 8.49 0.098 3.878
Qmax(1) =

1.000 * 1.000 * 398.908) +

0.527 * 1.000 * 22.219) + = 410.614
Qmax(2) =

2.015 * 0.357 * 398.908) +

1.000 * 1.000 * 22.219) + = 309.033
Total of 2 streams to confluence:

Flow rates before confluence point:
398.908 22.219
Maximum flow rates at confluence using above data:
410.614 309.033
Area of streams before confluence:
283.863 6.530
Effective area values after confluence:
290.393 107.798
Results of confluence:

Total flow rate = 410.614(CFS)
Time of concentration = 23.805 min.

Effective stream area after confluence = 290.393(Ac.)
Study area average Pervious fraction(Ap) = 0.339
Study area average soil loss rate(Fm) = 0.323(In/Hr)
Study area total (this main stream) = 290.39(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4170.000 to Point/Station 455.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
6193
______________________________________________________________________ Upstream point/station elevation = 709.250(Ft.)
Downstream point/station elevation = 706.460(Ft.)
Pipe length = 440.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 410.614(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 410.614(CFS)
Normal flow depth in pipe = 57.19(In.)
Flow top width inside pipe = 78.32(In.)
Critical Depth = 64.05(In.)
Pipe flow velocity = 14.71(Ft/s)
Travel time through pipe = 0.50 min.

Time of concentration (TC) = 24.30 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 455.000 to Point/Station 455.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 290.393(Ac.)
Runoff from this stream = 410.614(CFS)
Time of concentration = 24.30 min.

Rainfall intensity = 2.064(In/Hr)
Area averaged loss rate (Fm) = 0.3229(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3395
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 455.000 to Point/Station 455.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 58.53
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.070(In/Hr) Rainfall intensity = 4.142(In/Hr) for a 100.0 year storm User specified values are as follows:

In Main Stream number: 2
Stream flow area = 10.000(Ac.)
Runoff from this stream = 38.710(CFS)
Time of concentration = 7.61 min.
6194
Rainfall intensity = 4.142(In/Hr)
Area averaged loss rate (Fm) = 0.0700(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 410.61 290.393 24.30 0.323 2.064
2 38.71 10.000 7.61 0.070 4.142
Qmax(1) =

1.000 * 1.000 * 410.614) +

0.490 * 1.000 * 38.710) + = 429.567
Qmax(2) =

2.194 * 0.313 * 410.614) +

1.000 * 1.000 * 38.710) + = 320.781
Total of 2 main streams to confluence:

Flow rates before confluence point:
411.614 39.710
Maximum flow rates at confluence using above data:
429.567 320.781
Area of streams before confluence:
290.393 10.000
Effective area values after confluence:
300.393 100.927
Results of confluence:

Total flow rate = 429.567(CFS)
Time of concentration = 24.304 min.

Effective stream area after confluence = 300.393(Ac.)
Study area average Pervious fraction(Ap) = 0.332
Study area average soil loss rate(Fm) = 0.314(In/Hr)
Study area total = 300.39(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 455.000 to Point/Station 460.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 706.460(Ft.)
Downstream point/station elevation = 705.230(Ft.)
Pipe length = 200.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 429.567(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 429.567(CFS)
Normal flow depth in pipe = 59.91(In.)
Flow top width inside pipe = 75.98(In.)
Critical Depth = 65.43(In.)
Pipe flow velocity = 14.63(Ft/s)
Travel time through pipe = 0.23 min.

Time of concentration (TC) = 24.53 min.
6195
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 455.000 to Point/Station 460.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 300.393(Ac.)
Runoff from this stream = 429.567(CFS)
Time of concentration = 24.53 min.

Rainfall intensity = 2.052(In/Hr)
Area averaged loss rate (Fm) = 0.3144(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3315
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 429.57 300.393 24.53 0.314 2.052
Qmax(1) =

1.000 * 1.000 * 429.567) + = 429.567
Total of 1 main streams to confluence:

Flow rates before confluence point:
430.567
Maximum flow rates at confluence using above data:
429.567
Area of streams before confluence:
300.393
Effective area values after confluence:
300.393
Results of confluence:

Total flow rate = 429.567(CFS)
Time of concentration = 24.532 min.

Effective stream area after confluence = 300.393(Ac.)
Study area average Pervious fraction(Ap) = 0.332
Study area average soil loss rate(Fm) = 0.314(In/Hr)
Study area total = 300.39(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 460.000 to Point/Station 460.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 31.86
Pervious ratio(Ap) = 0.1870 Max loss rate(Fm)= 0.183(In/Hr) Rainfall intensity = 3.339(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 10.90 min. Rain intensity = 3.34(In/Hr)
Total area this stream = 19.75(Ac.)
6196
Total Study Area (Main Stream No. 1) = 326.45(Ac.)
Total runoff = 50.20(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 460.000 to Point/Station 460.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 19.750(Ac.)
Runoff from this stream = 50.200(CFS)
Time of concentration = 10.90 min.

Rainfall intensity = 3.339(In/Hr)
Area averaged loss rate (Fm) = 0.1830(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1870
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 429.57 300.393 24.53 0.314 2.052
2 50.20 19.750 10.90 0.183 3.339
Qmax(1) =

1.000 * 1.000 * 429.567) +

0.592 * 1.000 * 50.200) + = 459.300
Qmax(2) =

1.740 * 0.444 * 429.567) +

1.000 * 1.000 * 50.200) + = 382.386
Total of 2 main streams to confluence:

Flow rates before confluence point:
430.567 51.200
Maximum flow rates at confluence using above data:
459.300 382.386
Area of streams before confluence:
300.393 19.750
Effective area values after confluence:
320.143 153.221
Results of confluence:

Total flow rate = 459.300(CFS)
Time of concentration = 24.532 min.

Effective stream area after confluence = 320.143(Ac.)
Study area average Pervious fraction(Ap) = 0.323
Study area average soil loss rate(Fm) = 0.306(In/Hr)
Study area total = 320.14(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 460.000 to Point/Station 465.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ 6197
Upstream point/station elevation = 705.230(Ft.)
Downstream point/station elevation = 702.700(Ft.)
Pipe length = 420.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 459.300(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 459.300(CFS)
Normal flow depth in pipe = 63.84(In.)
Flow top width inside pipe = 71.75(In.)
Critical Depth = 67.53(In.)
Pipe flow velocity = 14.63(Ft/s)
Travel time through pipe = 0.48 min.

Time of concentration (TC) = 25.01 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 460.000 to Point/Station 465.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 320.143(Ac.)
Runoff from this stream = 459.300(CFS)
Time of concentration = 25.01 min.

Rainfall intensity = 2.029(In/Hr)
Area averaged loss rate (Fm) = 0.3063(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3226
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 465.000 to Point/Station 465.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 56.07
Pervious ratio(Ap) = 0.1910 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 4.044(In/Hr) for a 100.0 year storm User specified values are as follows:

In Main Stream number: 2
Stream flow area = 6.670(Ac.)
Runoff from this stream = 23.530(CFS)
Time of concentration = 7.92 min.

Rainfall intensity = 4.044(In/Hr)
6198
Area averaged loss rate (Fm) = 0.1400(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1910
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 459.30 320.143 25.01 0.306 2.029
2 23.53 6.670 7.92 0.140 4.044
Qmax(1) =

1.000 * 1.000 * 459.300) +

0.484 * 1.000 * 23.530) + = 470.682
Qmax(2) =

2.170 * 0.317 * 459.300) +

1.000 * 1.000 * 23.530) + = 339.193
Total of 2 main streams to confluence:

Flow rates before confluence point:
460.300 24.530
Maximum flow rates at confluence using above data:
470.682 339.193
Area of streams before confluence:
320.143 6.670
Effective area values after confluence:
326.813 108.049
Results of confluence:

Total flow rate = 470.682(CFS)
Time of concentration = 25.010 min.

Effective stream area after confluence = 326.813(Ac.)
Study area average Pervious fraction(Ap) = 0.320
Study area average soil loss rate(Fm) = 0.303(In/Hr)
Study area total = 326.81(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 465.000 to Point/Station 4171.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 702.700(Ft.)
Downstream point/station elevation = 701.370(Ft.)
Pipe length = 210.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 470.682(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 470.682(CFS)
Normal flow depth in pipe = 63.84(In.)
Flow top width inside pipe = 71.75(In.)
Critical Depth = 68.25(In.)
Pipe flow velocity = 15.00(Ft/s)
Travel time through pipe = 0.23 min.

Time of concentration (TC) = 25.24 min.
6199
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 465.000 to Point/Station 4171.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 326.813(Ac.)
Runoff from this stream = 470.682(CFS)
Time of concentration = 25.24 min.

Rainfall intensity = 2.017(In/Hr)
Area averaged loss rate (Fm) = 0.3029(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3199
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4171.000 to Point/Station 4171.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 31.98
Pervious ratio(Ap) = 0.1810 Max loss rate(Fm)= 0.177(In/Hr) Rainfall intensity = 2.966(In/Hr) for a 100.0 year storm User specified values are as follows:

In Main Stream number: 2
Stream flow area = 14.130(Ac.)
Runoff from this stream = 35.600(CFS)
Time of concentration = 13.28 min.

Rainfall intensity = 2.966(In/Hr)
Area averaged loss rate (Fm) = 0.1770(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1810
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 470.68 326.813 25.24 0.303 2.017
2 35.60 14.130 13.28 0.177 2.966
Qmax(1) =

1.000 * 1.000 * 470.682) +

0.660 * 1.000 * 35.600) + = 494.174
Qmax(2) =
6200

1.553 * 0.526 * 470.682) +

1.000 * 1.000 * 35.600) + = 420.209
Total of 2 main streams to confluence:

Flow rates before confluence point:
471.682 36.600
Maximum flow rates at confluence using above data:
494.174 420.209
Area of streams before confluence:
326.813 14.130
Effective area values after confluence:
340.943 186.057
Results of confluence:

Total flow rate = 494.174(CFS)
Time of concentration = 25.244 min.

Effective stream area after confluence = 340.943(Ac.)
Study area average Pervious fraction(Ap) = 0.314
Study area average soil loss rate(Fm) = 0.298(In/Hr)
Study area total = 340.94(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 465.000 to Point/Station 4171.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 340.943(Ac.)
Runoff from this stream = 494.174(CFS)
Time of concentration = 25.24 min.

Rainfall intensity = 2.017(In/Hr)
Area averaged loss rate (Fm) = 0.2977(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3141
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 465.000 to Point/Station 4171.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 210.000(Ft.)
Top (of initial area) elevation = 702.700(Ft.)
Bottom (of initial area) elevation = 701.370(Ft.)
Difference in elevation = 1.330(Ft.)
Slope = 0.00633 s(%)= 0.63
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.103 min.
6201
Rainfall intensity = 4.317(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 21.798(CFS)
Total initial stream area = 5.740(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4171.000 to Point/Station 4171.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 5.740(Ac.)
Runoff from this stream = 21.798(CFS)
Time of concentration = 7.10 min.

Rainfall intensity = 4.317(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 494.17 340.943 25.24 0.298 2.017
2 21.80 5.740 7.10 0.098 4.317
Qmax(1) =

1.000 * 1.000 * 494.174) +

0.455 * 1.000 * 21.798) + = 504.090
Qmax(2) =

2.337 * 0.281 * 494.174) +

1.000 * 1.000 * 21.798) + = 346.815
Total of 2 streams to confluence:

Flow rates before confluence point:
494.174 21.798
Maximum flow rates at confluence using above data:
504.090 346.815
Area of streams before confluence:
340.943 5.740
Effective area values after confluence:
346.683 101.672
Results of confluence:

Total flow rate = 504.090(CFS)
Time of concentration = 25.244 min.

Effective stream area after confluence = 346.683(Ac.)
Study area average Pervious fraction(Ap) = 0.311
Study area average soil loss rate(Fm) = 0.294(In/Hr)
Study area total (this main stream) = 346.68(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4171.000 to Point/Station 4200.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
6202
______________________________________________________________________ Upstream point/station elevation = 701.370(Ft.)
Downstream point/station elevation = 700.360(Ft.)
Pipe length = 150.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 504.090(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 504.090(CFS)
Normal flow depth in pipe = 66.09(In.)
Flow top width inside pipe = 68.80(In.)
Critical Depth = 70.35(In.)
Pipe flow velocity = 15.51(Ft/s)
Travel time through pipe = 0.16 min.

Time of concentration (TC) = 25.40 min.

End of computations, Total Study Area = 352.99 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.313
Area averaged SCS curve number = 36.6
6203
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2018 Version 9.0 Rational Hydrology Study Date: 08/19/22
------------------------------------------------------------------------ Rich-Haven Specific Plan
Hydrology Study
100-yr Storm
Mill Creek Storm Drain
------------------------------------------------------------------------ Program License Serial Number 6440
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
Computed rainfall intensity:

Storm year = 100.00 1 hour rainfall = 1.200 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5115.000 to Point/Station 5115.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 25.00
Pervious ratio(Ap) = 0.3000 Max loss rate(Fm)= 0.300(In/Hr) Rainfall intensity = 2.768(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 14.90 min. Rain intensity = 2.77(In/Hr)
Total area this stream = 208.60(Ac.)
Total Study Area (Main Stream No. 1) = 208.60(Ac.)
Total runoff = 373.60(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5115.000 to Point/Station 5115.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 208.600(Ac.)
Runoff from this stream = 373.600(CFS)
Time of concentration = 14.90 min.

Rainfall intensity = 2.768(In/Hr)
Area averaged loss rate (Fm) = 0.3000(In/Hr)
6204
Area averaged Pervious ratio (Ap) = 0.3000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 500.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 1.#R
Pervious ratio(Ap) = 0.3520 Max loss rate(Fm)= 0.359(In/Hr) Rainfall intensity = 2.950(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 13.40 min. Rain intensity = 2.95(In/Hr)
Total area this stream = 17.40(Ac.)
Total Study Area (Main Stream No. 2) = 226.00(Ac.)
Total runoff = 41.10(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 5115.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 751.100(Ft.)
Downstream point/station elevation = 749.200(Ft.)
Pipe length = 320.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 41.100(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 41.100(CFS)
Normal flow depth in pipe = 24.35(In.)
Flow top width inside pipe = 33.68(In.)
Critical Depth = 25.06(In.)
Pipe flow velocity = 8.08(Ft/s)
Travel time through pipe = 0.66 min.

Time of concentration (TC) = 14.06 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 5115.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 17.400(Ac.)
Runoff from this stream = 41.100(CFS)
Time of concentration = 14.06 min.

Rainfall intensity = 2.866(In/Hr)
Area averaged loss rate (Fm) = 0.3590(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3520
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
6205
1 373.60 208.600 14.90 0.300 2.768
2 41.10 17.400 14.06 0.359 2.866
Qmax(1) =

1.000 * 1.000 * 373.600) +

0.961 * 1.000 * 41.100) + = 413.093
Qmax(2) =

1.040 * 0.944 * 373.600) +

1.000 * 1.000 * 41.100) + = 407.649
Total of 2 main streams to confluence:

Flow rates before confluence point:
374.600 42.100
Maximum flow rates at confluence using above data:
413.093 407.649
Area of streams before confluence:
208.600 17.400
Effective area values after confluence:
226.000 214.244
Results of confluence:

Total flow rate = 413.093(CFS)
Time of concentration = 14.900 min.

Effective stream area after confluence = 226.000(Ac.)
Study area average Pervious fraction(Ap) = 0.304
Study area average soil loss rate(Fm) = 0.305(In/Hr)
Study area total = 226.00(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5115.000 to Point/Station 504.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 747.580(Ft.)
Downstream point/station elevation = 745.330(Ft.)
Pipe length = 320.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 413.093(CFS)
Given pipe size = 72.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.

The approximate hydraulic grade line above the pipe invert is

5.765(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 3.044(Ft.)
Minor friction loss = 4.972(Ft.) K-factor = 1.50
Pipe flow velocity = 14.61(Ft/s)
Travel time through pipe = 0.37 min.

Time of concentration (TC) = 15.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5115.000 to Point/Station 504.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
6206
Stream flow area = 226.000(Ac.)
Runoff from this stream = 413.093(CFS)
Time of concentration = 15.27 min.

Rainfall intensity = 2.728(In/Hr)
Area averaged loss rate (Fm) = 0.3045(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3040
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 503.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ PARK subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Initial area flow distance = 470.000(Ft.)
Top (of initial area) elevation = 769.000(Ft.)
Bottom (of initial area) elevation = 765.000(Ft.)
Difference in elevation = 4.000(Ft.)
Slope = 0.00851 s(%)= 0.85
TC = k(0.483)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 14.682 min.

Rainfall intensity = 2.793(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.632 Subarea runoff = 11.174(CFS)
Total initial stream area = 6.330(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 756.000(Ft.)
Downstream point/station elevation = 745.330(Ft.)
Pipe length = 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.174(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 11.174(CFS)
Normal flow depth in pipe = 4.53(In.)
Flow top width inside pipe = 28.06(In.)
Critical Depth = 11.70(In.)
Pipe flow velocity = 18.63(Ft/s)
Travel time through pipe = 0.05 min.

Time of concentration (TC) = 14.74 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6207
Process from Point/Station 503.000 to Point/Station 504.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 14.74 min.

Rainfall intensity = 2.786(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.648
Subarea runoff = 1.078(CFS) for 0.460(Ac.)
Total runoff = 12.252(CFS)
Effective area this stream = 6.79(Ac.)
Total Study Area (Main Stream No. 2) = 232.79(Ac.)
Area averaged Fm value = 0.781(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 6.790(Ac.)
Runoff from this stream = 12.252(CFS)
Time of concentration = 14.74 min.

Rainfall intensity = 2.786(In/Hr)
Area averaged loss rate (Fm) = 0.7815(In/Hr)
Area averaged Pervious ratio (Ap) = 0.7992
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 413.09 226.000 15.27 0.305 2.728
2 12.25 6.790 14.74 0.781 2.786
Qmax(1) =

1.000 * 1.000 * 413.093) +

0.971 * 1.000 * 12.252) + = 424.988
Qmax(2) =

1.024 * 0.965 * 413.093) +

1.000 * 1.000 * 12.252) + = 420.629
Total of 2 main streams to confluence:

Flow rates before confluence point:
414.093 13.252
Maximum flow rates at confluence using above data:
424.988 420.629
Area of streams before confluence:
226.000 6.790
6208
Effective area values after confluence:
232.790 224.957
Results of confluence:

Total flow rate = 424.988(CFS)
Time of concentration = 15.265 min.

Effective stream area after confluence = 232.790(Ac.)
Study area average Pervious fraction(Ap) = 0.318
Study area average soil loss rate(Fm) = 0.318(In/Hr)
Study area total = 232.79(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 510.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 745.330(Ft.)
Downstream point/station elevation = 739.130(Ft.)
Pipe length = 880.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 424.988(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 424.988(CFS)
Normal flow depth in pipe = 56.44(In.)
Flow top width inside pipe = 78.88(In.)
Critical Depth = 65.10(In.)
Pipe flow velocity = 15.45(Ft/s)
Travel time through pipe = 0.95 min.

Time of concentration (TC) = 16.21 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 510.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 232.790(Ac.)
Runoff from this stream = 424.988(CFS)
Time of concentration = 16.21 min.

Rainfall intensity = 2.631(In/Hr)
Area averaged loss rate (Fm) = 0.3185(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3184
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 507.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
6209
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 730.000(Ft.)
Top (of initial area) elevation = 762.000(Ft.)
Bottom (of initial area) elevation = 758.000(Ft.)
Difference in elevation = 4.000(Ft.)
Slope = 0.00548 s(%)= 0.55
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.035 min.

Rainfall intensity = 3.146(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.872 Subarea runoff = 27.437(CFS)
Total initial stream area = 10.000(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 510.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 750.000(Ft.)
Downstream point/station elevation = 739.130(Ft.)
Pipe length = 1070.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 27.437(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 27.437(CFS)
Normal flow depth in pipe = 14.16(In.)
Flow top width inside pipe = 43.78(In.)
Critical Depth = 18.60(In.)
Pipe flow velocity = 8.86(Ft/s)
Travel time through pipe = 2.01 min.

Time of concentration (TC) = 14.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 510.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 14.05 min.

Rainfall intensity = 2.867(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.869
Subarea runoff = 30.843(CFS) for 13.380(Ac.)
Total runoff = 58.279(CFS)
Effective area this stream = 23.38(Ac.)
Total Study Area (Main Stream No. 2) = 256.17(Ac.)
6210
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 510.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 14.05 min.

Rainfall intensity = 2.867(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.869
Subarea runoff = 4.337(CFS) for 1.740(Ac.)
Total runoff = 62.617(CFS)
Effective area this stream = 25.12(Ac.)
Total Study Area (Main Stream No. 2) = 257.91(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 510.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 25.120(Ac.)
Runoff from this stream = 62.617(CFS)
Time of concentration = 14.05 min.

Rainfall intensity = 2.867(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 424.99 232.790 16.21 0.318 2.631
2 62.62 25.120 14.05 0.098 2.867
Qmax(1) =

1.000 * 1.000 * 424.988) +

0.915 * 1.000 * 62.617) + = 482.261
Qmax(2) =

1.102 * 0.866 * 424.988) +

1.000 * 1.000 * 62.617) + = 468.473
Total of 2 main streams to confluence:

Flow rates before confluence point:
425.988 63.617
6211
Maximum flow rates at confluence using above data:
482.261 468.473
Area of streams before confluence:
232.790 25.120
Effective area values after confluence:
257.910 226.816
Results of confluence:

Total flow rate = 482.261(CFS)
Time of concentration = 16.214 min.

Effective stream area after confluence = 257.910(Ac.)
Study area average Pervious fraction(Ap) = 0.297
Study area average soil loss rate(Fm) = 0.297(In/Hr)
Study area total = 257.91(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 5141.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 739.130(Ft.)
Downstream point/station elevation = 734.240(Ft.)
Pipe length = 690.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 482.261(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 482.261(CFS)
Normal flow depth in pipe = 62.06(In.)
Flow top width inside pipe = 73.80(In.)
Critical Depth = 68.97(In.)
Pipe flow velocity = 15.81(Ft/s)
Travel time through pipe = 0.73 min.

Time of concentration (TC) = 16.94 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5141.000 to Point/Station 520.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 734.240(Ft.)
Downstream point/station elevation = 726.560(Ft.)
Pipe length = 500.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 482.261(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 482.261(CFS)
Normal flow depth in pipe = 47.34(In.)
Flow top width inside pipe = 83.32(In.)
Critical Depth = 68.97(In.)
Pipe flow velocity = 21.58(Ft/s)
Travel time through pipe = 0.39 min.

Time of concentration (TC) = 17.33 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5141.000 to Point/Station 520.000 6212
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 257.910(Ac.)
Runoff from this stream = 482.261(CFS)
Time of concentration = 17.33 min.

Rainfall intensity = 2.528(In/Hr)
Area averaged loss rate (Fm) = 0.2970(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2972
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 517.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 980.000(Ft.)
Top (of initial area) elevation = 760.000(Ft.)
Bottom (of initial area) elevation = 750.000(Ft.)
Difference in elevation = 10.000(Ft.)
Slope = 0.01020 s(%)= 1.02
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.957 min.

Rainfall intensity = 3.159(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.872 Subarea runoff = 23.058(CFS)
Total initial stream area = 8.370(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 517.000 to Point/Station 520.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 741.000(Ft.)
Downstream point/station elevation = 726.560(Ft.)
Pipe length = 720.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 23.058(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 23.058(CFS)
Normal flow depth in pipe = 10.91(In.)
Flow top width inside pipe = 40.23(In.)
Critical Depth = 16.99(In.)
Pipe flow velocity = 10.74(Ft/s)
Travel time through pipe = 1.12 min.
6213
Time of concentration (TC) = 13.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 517.000 to Point/Station 520.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.07 min.

Rainfall intensity = 2.994(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871
Subarea runoff = 30.008(CFS) for 11.990(Ac.)
Total runoff = 53.066(CFS)
Effective area this stream = 20.36(Ac.)
Total Study Area (Main Stream No. 2) = 278.27(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 517.000 to Point/Station 520.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.07 min.

Rainfall intensity = 2.994(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871
Subarea runoff = 5.421(CFS) for 2.080(Ac.)
Total runoff = 58.487(CFS)
Effective area this stream = 22.44(Ac.)
Total Study Area (Main Stream No. 2) = 280.35(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 517.000 to Point/Station 520.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 22.440(Ac.)
Runoff from this stream = 58.487(CFS)
6214
Time of concentration = 13.07 min.

Rainfall intensity = 2.994(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 482.26 257.910 17.33 0.297 2.528
2 58.49 22.440 13.07 0.098 2.994
Qmax(1) =

1.000 * 1.000 * 482.261) +

0.839 * 1.000 * 58.487) + = 531.348
Qmax(2) =

1.209 * 0.755 * 482.261) +

1.000 * 1.000 * 58.487) + = 498.281
Total of 2 main streams to confluence:

Flow rates before confluence point:
483.261 59.487
Maximum flow rates at confluence using above data:
531.348 498.281
Area of streams before confluence:
257.910 22.440
Effective area values after confluence:
280.350 217.041
Results of confluence:

Total flow rate = 531.348(CFS)
Time of concentration = 17.328 min.

Effective stream area after confluence = 280.350(Ac.)
Study area average Pervious fraction(Ap) = 0.281
Study area average soil loss rate(Fm) = 0.281(In/Hr)
Study area total = 280.35(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 520.000 to Point/Station 5215.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 726.560(Ft.)
Downstream point/station elevation = 720.420(Ft.)
Pipe length = 400.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 531.348(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 531.348(CFS)
Normal flow depth in pipe = 50.34(In.)
Flow top width inside pipe = 82.33(In.)
Critical Depth = 71.86(In.)
Pipe flow velocity = 22.05(Ft/s)
Travel time through pipe = 0.30 min.

Time of concentration (TC) = 17.63 min.
6215
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 520.000 to Point/Station 5215.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 280.350(Ac.)
Runoff from this stream = 531.348(CFS)
Time of concentration = 17.63 min.

Rainfall intensity = 2.502(In/Hr)
Area averaged loss rate (Fm) = 0.2810(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2814
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 521.000 to Point/Station 522.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 780.000(Ft.)
Top (of initial area) elevation = 749.000(Ft.)
Bottom (of initial area) elevation = 746.000(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.00385 s(%)= 0.38
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.265 min.

Rainfall intensity = 2.968(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 14.155(CFS)
Total initial stream area = 5.480(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 522.000 to Point/Station 5215.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 722.000(Ft.)
Downstream point/station elevation = 720.420(Ft.)
Pipe length = 120.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.155(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 14.155(CFS)
Normal flow depth in pipe = 12.63(In.)
6216
Flow top width inside pipe = 23.97(In.)
Critical Depth = 16.26(In.)
Pipe flow velocity = 8.44(Ft/s)
Travel time through pipe = 0.24 min.

Time of concentration (TC) = 13.50 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 522.000 to Point/Station 5215.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.50 min.

Rainfall intensity = 2.937(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870
Subarea runoff = 1.532(CFS) for 0.660(Ac.)
Total runoff = 15.687(CFS)
Effective area this stream = 6.14(Ac.)
Total Study Area (Main Stream No. 2) = 286.49(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 522.000 to Point/Station 5215.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 6.140(Ac.)
Runoff from this stream = 15.687(CFS)
Time of concentration = 13.50 min.

Rainfall intensity = 2.937(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5210.000 to Point/Station 5210.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 25.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Rainfall intensity = 1.904(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 27.80 min. Rain intensity = 1.90(In/Hr)
6217
Total area this stream = 153.70(Ac.)
Total Study Area (Main Stream No. 3) = 440.19(Ac.)
Total runoff = 245.60(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5210.000 to Point/Station 5215.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 728.800(Ft.)
Downstream point/station elevation = 720.420(Ft.)
Pipe length = 420.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 245.600(CFS)
Given pipe size = 72.00(In.)
Calculated individual pipe flow = 245.600(CFS)
Normal flow depth in pipe = 32.13(In.)
Flow top width inside pipe = 71.58(In.)
Critical Depth = 51.52(In.)
Pipe flow velocity = 20.12(Ft/s)
Travel time through pipe = 0.35 min.

Time of concentration (TC) = 28.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5210.000 to Point/Station 5215.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 3
Stream flow area = 153.700(Ac.)
Runoff from this stream = 245.600(CFS)
Time of concentration = 28.15 min.

Rainfall intensity = 1.890(In/Hr)
Area averaged loss rate (Fm) = 0.1000(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 531.35 280.350 17.63 0.281 2.502
2 15.69 6.140 13.50 0.098 2.937
3 245.60 153.700 28.15 0.100 1.890
Qmax(1) =

1.000 * 1.000 * 531.348) +

0.847 * 1.000 * 15.687) +

1.342 * 0.626 * 245.600) + = 751.102
Qmax(2) =

1.196 * 0.766 * 531.348) +

1.000 * 1.000 * 15.687) +

1.585 * 0.480 * 245.600) + = 688.902
Qmax(3) =

0.724 * 1.000 * 531.348) +

0.631 * 1.000 * 15.687) +
6218

1.000 * 1.000 * 245.600) + = 640.346
Total of 3 main streams to confluence:

Flow rates before confluence point:
532.348 16.687 246.600
Maximum flow rates at confluence using above data:
751.102 688.902 640.346
Area of streams before confluence:
280.350 6.140 153.700
Effective area values after confluence:
382.759 294.568 440.190
Results of confluence:

Total flow rate = 751.102(CFS)
Time of concentration = 17.630 min.

Effective stream area after confluence = 382.759(Ac.)
Study area average Pervious fraction(Ap) = 0.216
Study area average soil loss rate(Fm) = 0.215(In/Hr)
Study area total = 440.19(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5215.000 to Point/Station 525.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 720.420(Ft.)
Downstream point/station elevation = 712.540(Ft.)
Pipe length = 920.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 751.102(CFS)
Given pipe size = 84.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.

The approximate hydraulic grade line above the pipe invert is

13.706(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 12.714(Ft.)
Minor friction loss = 8.872(Ft.) K-factor = 1.50
Pipe flow velocity = 19.52(Ft/s)
Travel time through pipe = 0.79 min.

Time of concentration (TC) = 18.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 525.000 to Point/Station 5248.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 712.540(Ft.)
Downstream point/station elevation = 710.460(Ft.)
Pipe length = 250.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 751.102(CFS)
Given pipe size = 96.00(In.)
Calculated individual pipe flow = 751.102(CFS)
Normal flow depth in pipe = 71.44(In.)
Flow top width inside pipe = 83.78(In.)
Critical Depth = 82.58(In.)
Pipe flow velocity = 18.74(Ft/s)
6219
Travel time through pipe = 0.22 min.

Time of concentration (TC) = 18.64 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 525.000 to Point/Station 5248.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 382.759(Ac.)
Runoff from this stream = 751.102(CFS)
Time of concentration = 18.64 min.

Rainfall intensity = 2.420(In/Hr)
Area averaged loss rate (Fm) = 0.2153(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2155
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 526.000 to Point/Station 527.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 840.000(Ft.)
Top (of initial area) elevation = 747.000(Ft.)
Bottom (of initial area) elevation = 737.000(Ft.)
Difference in elevation = 10.000(Ft.)
Slope = 0.01190 s(%)= 1.19
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.900 min.

Rainfall intensity = 3.339(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.874 Subarea runoff = 29.141(CFS)
Total initial stream area = 9.990(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 527.000 to Point/Station 528.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 723.000(Ft.)
Downstream point/station elevation = 718.560(Ft.)
Pipe length = 450.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 29.141(CFS)
Given pipe size = 36.00(In.)
6220
Calculated individual pipe flow = 29.141(CFS)
Normal flow depth in pipe = 16.71(In.)
Flow top width inside pipe = 35.91(In.)
Critical Depth = 20.95(In.)
Pipe flow velocity = 9.07(Ft/s)
Travel time through pipe = 0.83 min.

Time of concentration (TC) = 11.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 527.000 to Point/Station 528.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 11.73 min.

Rainfall intensity = 3.196(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872
Subarea runoff = 30.803(CFS) for 11.510(Ac.)
Total runoff = 59.944(CFS)
Effective area this stream = 21.50(Ac.)
Total Study Area (Main Stream No. 2) = 461.69(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 528.000 to Point/Station 5248.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 718.560(Ft.)
Downstream point/station elevation = 710.460(Ft.)
Pipe length = 810.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 59.944(CFS)
Given pipe size = 54.00(In.)
Calculated individual pipe flow = 59.944(CFS)
Normal flow depth in pipe = 20.46(In.)
Flow top width inside pipe = 52.39(In.)
Critical Depth = 26.96(In.)
Pipe flow velocity = 10.86(Ft/s)
Travel time through pipe = 1.24 min.

Time of concentration (TC) = 12.97 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 528.000 to Point/Station 5248.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 0.900
6221
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.100
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 35.70
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.095(In/Hr) Time of concentration = 12.97 min.

Rainfall intensity = 3.008(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871
Subarea runoff = 12.154(CFS) for 6.020(Ac.)
Total runoff = 72.097(CFS)
Effective area this stream = 27.52(Ac.)
Total Study Area (Main Stream No. 2) = 467.71(Ac.)
Area averaged Fm value = 0.097(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 528.000 to Point/Station 5248.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 12.97 min.

Rainfall intensity = 3.008(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871
Subarea runoff = 3.562(CFS) for 1.360(Ac.)
Total runoff = 75.660(CFS)
Effective area this stream = 28.88(Ac.)
Total Study Area (Main Stream No. 2) = 469.07(Ac.)
Area averaged Fm value = 0.097(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 528.000 to Point/Station 5248.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 12.97 min.

Rainfall intensity = 3.008(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871
Subarea runoff = 7.596(CFS) for 2.900(Ac.)
Total runoff = 83.256(CFS)
6222
Effective area this stream = 31.78(Ac.)
Total Study Area (Main Stream No. 2) = 471.97(Ac.)
Area averaged Fm value = 0.097(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 528.000 to Point/Station 5248.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 31.780(Ac.)
Runoff from this stream = 83.256(CFS)
Time of concentration = 12.97 min.

Rainfall intensity = 3.008(In/Hr)
Area averaged loss rate (Fm) = 0.0973(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 751.10 382.759 18.64 0.215 2.420
2 83.26 31.780 12.97 0.097 3.008
Qmax(1) =

1.000 * 1.000 * 751.102) +

0.798 * 1.000 * 83.256) + = 817.538
Qmax(2) =

1.267 * 0.696 * 751.102) +

1.000 * 1.000 * 83.256) + = 745.365
Total of 2 main streams to confluence:

Flow rates before confluence point:
752.102 84.256
Maximum flow rates at confluence using above data:
817.538 745.365
Area of streams before confluence:
382.759 31.780
Effective area values after confluence:
414.539 298.144
Results of confluence:

Total flow rate = 817.538(CFS)
Time of concentration = 18.638 min.

Effective stream area after confluence = 414.539(Ac.)
Study area average Pervious fraction(Ap) = 0.207
Study area average soil loss rate(Fm) = 0.206(In/Hr)
Study area total = 414.54(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5248.000 to Point/Station 5300.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
6223
______________________________________________________________________ Upstream point/station elevation = 710.460(Ft.)
Downstream point/station elevation = 707.900(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 817.538(CFS)
Given pipe size = 96.00(In.)
Calculated individual pipe flow = 817.538(CFS)
Normal flow depth in pipe = 36.49(In.)
Flow top width inside pipe = 93.20(In.)
Critical Depth = 85.20(In.)
Pipe flow velocity = 46.62(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 18.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5248.000 to Point/Station 5300.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 414.539(Ac.)
Runoff from this stream = 817.538(CFS)
Time of concentration = 18.65 min.

Rainfall intensity = 2.419(In/Hr)
Area averaged loss rate (Fm) = 0.2062(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2067
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 531.000 to Point/Station 532.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 500.000(Ft.)
Top (of initial area) elevation = 748.000(Ft.)
Bottom (of initial area) elevation = 746.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.00400 s(%)= 0.40
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.017 min.

Rainfall intensity = 3.318(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.873 Subarea runoff = 10.925(CFS)
Total initial stream area = 3.770(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
6224
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 532.000 to Point/Station 533.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 746.000(Ft.)
End of street segment elevation = 742.000(Ft.)
Length of street segment = 610.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 12.000(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 [2] 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 = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 20.668(CFS) Depth of flow = 0.507(Ft.), Average velocity = 2.762(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 = 2.76(Ft/s)
Travel time = 3.68 min. TC = 14.70 min.

Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.791(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.868
Subarea runoff = 19.371(CFS) for 8.730(Ac.)
Total runoff = 30.296(CFS)
Effective area this stream = 12.50(Ac.)
Total Study Area (Main Stream No. 2) = 484.47(Ac.)
Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 30.296(CFS)
Half street flow at end of street = 15.148(CFS)
Depth of flow = 0.561(Ft.), Average velocity = 3.215(Ft/s) Note: depth of flow exceeds top of street crown.

Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 533.000 to Point/Station 534.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
6225
______________________________________________________________________ Upstream point/station elevation = 728.000(Ft.)
Downstream point/station elevation = 721.280(Ft.)
Pipe length = 720.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 30.296(CFS)
Given pipe size = 42.00(In.)
Calculated individual pipe flow = 30.296(CFS)
Normal flow depth in pipe = 16.10(In.)
Flow top width inside pipe = 40.84(In.)
Critical Depth = 20.41(In.)
Pipe flow velocity = 8.92(Ft/s)
Travel time through pipe = 1.34 min.

Time of concentration (TC) = 16.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 533.000 to Point/Station 534.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 16.04 min.

Rainfall intensity = 2.648(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867
Subarea runoff = 22.080(CFS) for 10.320(Ac.)
Total runoff = 52.376(CFS)
Effective area this stream = 22.82(Ac.)
Total Study Area (Main Stream No. 2) = 494.79(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 533.000 to Point/Station 534.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 16.04 min.

Rainfall intensity = 2.648(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867
Subarea runoff = 6.312(CFS) for 2.750(Ac.)
Total runoff = 58.688(CFS)
Effective area this stream = 25.57(Ac.)
6226
Total Study Area (Main Stream No. 2) = 497.54(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 533.000 to Point/Station 534.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 16.04 min.

Rainfall intensity = 2.648(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867
Subarea runoff = 22.103(CFS) for 9.630(Ac.)
Total runoff = 80.790(CFS)
Effective area this stream = 35.20(Ac.)
Total Study Area (Main Stream No. 2) = 507.17(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 534.000 to Point/Station 5295.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 721.280(Ft.)
Downstream point/station elevation = 715.690(Ft.)
Pipe length = 640.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 80.790(CFS)
Given pipe size = 42.00(In.)
Calculated individual pipe flow = 80.790(CFS)
Normal flow depth in pipe = 30.00(In.)
Flow top width inside pipe = 37.95(In.)
Critical Depth = 33.70(In.)
Pipe flow velocity = 10.99(Ft/s)
Travel time through pipe = 0.97 min.

Time of concentration (TC) = 17.01 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 534.000 to Point/Station 5295.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 35.200(Ac.)
Runoff from this stream = 80.790(CFS)
Time of concentration = 17.01 min.

Rainfall intensity = 2.556(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
6227
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 536.000 to Point/Station 537.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 640.000(Ft.)
Top (of initial area) elevation = 740.000(Ft.)
Bottom (of initial area) elevation = 738.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.00313 s(%)= 0.31
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.775 min.

Rainfall intensity = 3.036(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.871 Subarea runoff = 23.532(CFS)
Total initial stream area = 8.900(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 537.000 to Point/Station 5295.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 728.000(Ft.)
Downstream point/station elevation = 715.690(Ft.)
Pipe length = 670.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 23.532(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 23.532(CFS)
Normal flow depth in pipe = 11.27(In.)
Flow top width inside pipe = 40.70(In.)
Critical Depth = 17.17(In.)
Pipe flow velocity = 10.47(Ft/s)
Travel time through pipe = 1.07 min.

Time of concentration (TC) = 13.84 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 537.000 to Point/Station 5295.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 0.800
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.200
6228
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 39.40
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.092(In/Hr) Time of concentration = 13.84 min.

Rainfall intensity = 2.893(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871
Subarea runoff = 34.477(CFS) for 14.130(Ac.)
Total runoff = 58.009(CFS)
Effective area this stream = 23.03(Ac.)
Total Study Area (Main Stream No. 2) = 530.20(Ac.)
Area averaged Fm value = 0.094(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 537.000 to Point/Station 5295.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 0.600
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.400
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 46.80
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.085(In/Hr) Time of concentration = 13.84 min.

Rainfall intensity = 2.893(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871
Subarea runoff = 15.747(CFS) for 6.230(Ac.)
Total runoff = 73.755(CFS)
Effective area this stream = 29.26(Ac.)
Total Study Area (Main Stream No. 2) = 536.43(Ac.)
Area averaged Fm value = 0.092(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 537.000 to Point/Station 5295.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 50.50
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.080(In/Hr) Time of concentration = 13.84 min.

Rainfall intensity = 2.893(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872
Subarea runoff = 25.011(CFS) for 9.880(Ac.)
Total runoff = 98.766(CFS)
Effective area this stream = 39.14(Ac.)
Total Study Area (Main Stream No. 2) = 546.31(Ac.)
6229
Area averaged Fm value = 0.089(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 537.000 to Point/Station 5295.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.84 min.

Rainfall intensity = 2.893(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872
Subarea runoff = 7.245(CFS) for 2.880(Ac.)
Total runoff = 106.011(CFS)
Effective area this stream = 42.02(Ac.)
Total Study Area (Main Stream No. 2) = 549.19(Ac.)
Area averaged Fm value = 0.090(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 537.000 to Point/Station 5295.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 42.020(Ac.)
Runoff from this stream = 106.011(CFS)
Time of concentration = 13.84 min.

Rainfall intensity = 2.893(In/Hr)
Area averaged loss rate (Fm) = 0.0899(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 80.79 35.200 17.01 0.098 2.556
2 106.01 42.020 13.84 0.090 2.893
Qmax(1) =

1.000 * 1.000 * 80.790) +

0.880 * 1.000 * 106.011) + = 174.065
Qmax(2) =

1.137 * 0.814 * 80.790) +

1.000 * 1.000 * 106.011) + = 180.748
Total of 2 streams to confluence:

Flow rates before confluence point:

80.790 106.011
Maximum flow rates at confluence using above data:
6230
174.065 180.748
Area of streams before confluence:

35.200 42.020
Effective area values after confluence:

77.220 70.659
Results of confluence:

Total flow rate = 180.748(CFS)
Time of concentration = 13.842 min.

Effective stream area after confluence = 70.659(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.093(In/Hr)
Study area total (this main stream) = 77.22(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5295.000 to Point/Station 5300.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 715.690(Ft.)
Downstream point/station elevation = 707.900(Ft.)
Pipe length = 950.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 180.748(CFS)
Given pipe size = 96.00(In.)
Calculated individual pipe flow = 180.748(CFS)
Normal flow depth in pipe = 30.52(In.)
Flow top width inside pipe = 89.40(In.)
Critical Depth = 40.27(In.)
Pipe flow velocity = 13.16(Ft/s)
Travel time through pipe = 1.20 min.

Time of concentration (TC) = 15.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5295.000 to Point/Station 5300.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 70.659(Ac.)
Runoff from this stream = 180.748(CFS)
Time of concentration = 15.04 min.

Rainfall intensity = 2.752(In/Hr)
Area averaged loss rate (Fm) = 0.0935(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 817.54 414.539 18.65 0.206 2.419
2 180.75 70.659 15.04 0.093 2.752
Qmax(1) =

1.000 * 1.000 * 817.538) +

0.875 * 1.000 * 180.748) + = 975.665
6231
Qmax(2) =

1.150 * 0.807 * 817.538) +

1.000 * 1.000 * 180.748) + = 939.439
Total of 2 main streams to confluence:

Flow rates before confluence point:
818.538 181.748
Maximum flow rates at confluence using above data:
975.665 939.439
Area of streams before confluence:
414.539 70.659
Effective area values after confluence:
485.198 405.081
Results of confluence:

Total flow rate = 975.665(CFS)
Time of concentration = 18.649 min.

Effective stream area after confluence = 485.198(Ac.)
Study area average Pervious fraction(Ap) = 0.191
Study area average soil loss rate(Fm) = 0.190(In/Hr)
Study area total = 485.20(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5300.000 to Point/Station 5305.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 707.900(Ft.)
Downstream point/station elevation = 706.030(Ft.)
Pipe length = 640.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 975.665(CFS)
Given pipe size = 108.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.

The approximate hydraulic grade line above the pipe invert is

7.515(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 3.906(Ft.)
Minor friction loss = 5.478(Ft.) K-factor = 1.50
Pipe flow velocity = 15.34(Ft/s)
Travel time through pipe = 0.70 min.

Time of concentration (TC) = 19.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5300.000 to Point/Station 5305.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 485.198(Ac.)
Runoff from this stream = 975.665(CFS)
Time of concentration = 19.34 min.

Rainfall intensity = 2.367(In/Hr)
Area averaged loss rate (Fm) = 0.1898(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1911
6232
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 541.000 to Point/Station 542.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 650.000(Ft.)
Top (of initial area) elevation = 733.000(Ft.)
Bottom (of initial area) elevation = 730.000(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.00462 s(%)= 0.46
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.890 min.

Rainfall intensity = 3.169(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.872 Subarea runoff = 16.171(CFS)
Total initial stream area = 5.850(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 542.000 to Point/Station 5305.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 723.000(Ft.)
Downstream point/station elevation = 715.630(Ft.)
Pipe length = 1380.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 16.171(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 16.171(CFS)
Normal flow depth in pipe = 14.27(In.)
Flow top width inside pipe = 35.22(In.)
Critical Depth = 15.41(In.)
Pipe flow velocity = 6.19(Ft/s)
Travel time through pipe = 3.71 min.

Time of concentration (TC) = 15.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 542.000 to Point/Station 5305.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ SCHOOL subarea
Decimal fraction soil group A = 0.350
Decimal fraction soil group B = 0.000
6233
Decimal fraction soil group C = 0.650
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.05
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Time of concentration = 15.60 min.

Rainfall intensity = 2.692(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.784
Subarea runoff = 29.681(CFS) for 15.880(Ac.)
Total runoff = 45.852(CFS)
Effective area this stream = 21.73(Ac.)
Total Study Area (Main Stream No. 2) = 570.92(Ac.)
Area averaged Fm value = 0.348(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 542.000 to Point/Station 5305.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 69.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.055(In/Hr) Time of concentration = 15.60 min.

Rainfall intensity = 2.692(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.788
Subarea runoff = 2.255(CFS) for 0.950(Ac.)
Total runoff = 48.107(CFS)
Effective area this stream = 22.68(Ac.)
Total Study Area (Main Stream No. 2) = 571.87(Ac.)
Area averaged Fm value = 0.336(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 542.000 to Point/Station 5305.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 22.680(Ac.)
Runoff from this stream = 48.107(CFS)
Time of concentration = 15.60 min.

Rainfall intensity = 2.692(In/Hr)
Area averaged loss rate (Fm) = 0.3356(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4501
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
6234
1 975.66 485.198 19.34 0.190 2.367
2 48.11 22.680 15.60 0.336 2.692
Qmax(1) =

1.000 * 1.000 * 975.665) +

0.862 * 1.000 * 48.107) + = 1017.123
Qmax(2) =

1.150 * 0.807 * 975.665) +

1.000 * 1.000 * 48.107) + = 952.850
Total of 2 main streams to confluence:

Flow rates before confluence point:
976.665 49.107
Maximum flow rates at confluence using above data:
1017.123 952.850
Area of streams before confluence:
485.198 22.680
Effective area values after confluence:
507.878 414.051
Results of confluence:

Total flow rate = 1017.123(CFS)
Time of concentration = 19.345 min.

Effective stream area after confluence = 507.878(Ac.)
Study area average Pervious fraction(Ap) = 0.203
Study area average soil loss rate(Fm) = 0.196(In/Hr)
Study area total = 507.88(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5305.000 to Point/Station 5330.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 715.630(Ft.)
Downstream point/station elevation = 701.260(Ft.)
Pipe length = 690.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1017.123(CFS)
Given pipe size = 108.00(In.)
Calculated individual pipe flow = 1017.123(CFS)
Normal flow depth in pipe = 58.08(In.)
Flow top width inside pipe = 107.69(In.)
Critical Depth = 93.23(In.)
Pipe flow velocity = 29.18(Ft/s)
Travel time through pipe = 0.39 min.

Time of concentration (TC) = 19.74 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 545.000 to Point/Station 5330.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 507.878(Ac.)
Runoff from this stream = 1017.123(CFS)
6235
Time of concentration = 19.74 min.

Rainfall intensity = 2.338(In/Hr)
Area averaged loss rate (Fm) = 0.1963(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2027
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 546.000 to Point/Station 547.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(11+ dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In/Hr) Initial subarea data:

Initial area flow distance = 540.000(Ft.)
Top (of initial area) elevation = 733.000(Ft.)
Bottom (of initial area) elevation = 727.000(Ft.)
Difference in elevation = 6.000(Ft.)
Slope = 0.01111 s(%)= 1.11
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.871 min.

Rainfall intensity = 3.544(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 17.568(CFS)
Total initial stream area = 5.830(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.196(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 547.000 to Point/Station 5330.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 727.000(Ft.)
Downstream point/station elevation = 701.260(Ft.)
Pipe length = 1340.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 17.568(CFS)
Given pipe size = 42.00(In.)
Calculated individual pipe flow = 17.568(CFS)
Normal flow depth in pipe = 10.07(In.)
Flow top width inside pipe = 35.86(In.)
Critical Depth = 15.36(In.)
Pipe flow velocity = 9.91(Ft/s)
Travel time through pipe = 2.25 min.

Time of concentration (TC) = 12.12 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 547.000 to Point/Station 5330.000 **** SUBAREA FLOW ADDITION ****
6236
______________________________________________________________________ RESIDENTIAL(11+ dwl/acre)
Decimal fraction soil group A = 0.900
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.100
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 35.70
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.191(In/Hr) Time of concentration = 12.12 min.

Rainfall intensity = 3.132(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.845
Subarea runoff = 38.192(CFS) for 15.240(Ac.)
Total runoff = 55.760(CFS)
Effective area this stream = 21.07(Ac.)
Total Study Area (Main Stream No. 2) = 592.94(Ac.)
Area averaged Fm value = 0.192(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 547.000 to Point/Station 5330.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 0.900
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.100
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 35.70
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.095(In/Hr) Time of concentration = 12.12 min.

Rainfall intensity = 3.132(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.854
Subarea runoff = 29.056(CFS) for 10.630(Ac.)
Total runoff = 84.817(CFS)
Effective area this stream = 31.70(Ac.)
Total Study Area (Main Stream No. 2) = 603.57(Ac.)
Area averaged Fm value = 0.160(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 547.000 to Point/Station 5330.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 0.650
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.350
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 44.95
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.087(In/Hr) Time of concentration = 12.12 min.

Rainfall intensity = 3.132(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified 6237
rational method)(Q=KCIA) is C = 0.858
Subarea runoff = 20.394(CFS) for 7.440(Ac.)
Total runoff = 105.211(CFS)
Effective area this stream = 39.14(Ac.)
Total Study Area (Main Stream No. 2) = 611.01(Ac.)
Area averaged Fm value = 0.146(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 547.000 to Point/Station 5330.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 39.140(Ac.)
Runoff from this stream = 105.211(CFS)
Time of concentration = 12.12 min.

Rainfall intensity = 3.132(In/Hr)
Area averaged loss rate (Fm) = 0.1457(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1538
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 551.000 to Point/Station 552.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(11+ dwl/acre)
Decimal fraction soil group A = 0.550
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.450
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 48.65
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.165(In/Hr) Initial subarea data:

Initial area flow distance = 690.000(Ft.)
Top (of initial area) elevation = 729.000(Ft.)
Bottom (of initial area) elevation = 724.000(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.00725 s(%)= 0.72
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.859 min.

Rainfall intensity = 3.174(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.853 Subarea runoff = 26.080(CFS)
Total initial stream area = 9.630(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.165(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 552.000 to Point/Station 5330.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 724.000(Ft.)
6238
Downstream point/station elevation = 701.260(Ft.)
Pipe length = 1610.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 26.080(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 26.080(CFS)
Normal flow depth in pipe = 14.21(In.)
Flow top width inside pipe = 35.20(In.)
Critical Depth = 19.77(In.)
Pipe flow velocity = 10.05(Ft/s)
Travel time through pipe = 2.67 min.

Time of concentration (TC) = 14.53 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 552.000 to Point/Station 5330.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ RESIDENTIAL(11+ dwl/acre)
Decimal fraction soil group A = 0.800
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.200
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 39.40
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.184(In/Hr) Time of concentration = 14.53 min.

Rainfall intensity = 2.810(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.843
Subarea runoff = 45.054(CFS) for 20.400(Ac.)
Total runoff = 71.134(CFS)
Effective area this stream = 30.03(Ac.)
Total Study Area (Main Stream No. 3) = 641.04(Ac.)
Area averaged Fm value = 0.178(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 552.000 to Point/Station 5330.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 0.700
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.300
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 43.10
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.089(In/Hr) Time of concentration = 14.53 min.

Rainfall intensity = 2.810(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.846
Subarea runoff = 8.157(CFS) for 3.330(Ac.)
Total runoff = 79.291(CFS)
Effective area this stream = 33.36(Ac.)
Total Study Area (Main Stream No. 3) = 644.37(Ac.)
Area averaged Fm value = 0.169(In/Hr)
6239
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 552.000 to Point/Station 5330.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 3
Stream flow area = 33.360(Ac.)
Runoff from this stream = 79.291(CFS)
Time of concentration = 14.53 min.

Rainfall intensity = 2.810(In/Hr)
Area averaged loss rate (Fm) = 0.1693(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1900
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 1017.12 507.878 19.74 0.196 2.338
2 105.21 39.140 12.12 0.146 3.132
3 79.29 33.360 14.53 0.169 2.810
Qmax(1) =

1.000 * 1.000 * 1017.123) +

0.734 * 1.000 * 105.211) +

0.821 * 1.000 * 79.291) + = 1159.475
Qmax(2) =

1.371 * 0.614 * 1017.123) +

1.000 * 1.000 * 105.211) +

1.122 * 0.834 * 79.291) + = 1035.863
Qmax(3) =

1.220 * 0.736 * 1017.123) +

0.892 * 1.000 * 105.211) +

1.000 * 1.000 * 79.291) + = 1086.782
Total of 3 main streams to confluence:

Flow rates before confluence point:
1018.123 106.211 80.291
Maximum flow rates at confluence using above data:
1159.475 1035.863 1086.782
Area of streams before confluence:
507.878 39.140 33.360
Effective area values after confluence:
580.378 378.931 446.325
Results of confluence:

Total flow rate = 1159.475(CFS)
Time of concentration = 19.739 min.

Effective stream area after confluence = 580.378(Ac.)
Study area average Pervious fraction(Ap) = 0.199
Study area average soil loss rate(Fm) = 0.191(In/Hr)
Study area total = 580.38(Ac.)
End of computations, Total Study Area = 644.37 (Ac.)
6240
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.199
Area averaged SCS curve number = 1.$
6241
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2018 Version 9.0 Rational Hydrology Study Date: 09/06/22
------------------------------------------------------------------------ Rich-Haven Specific Plan
Hydrology Study for Allowable Q
100-yr Storm
Mill Creek Storm Drain
------------------------------------------------------------------------ Program License Serial Number 6440
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
Computed rainfall intensity:

Storm year = 100.00 1 hour rainfall = 1.200 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 504.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 25.00
Pervious ratio(Ap) = 0.3180 Max loss rate(Fm)= 0.318(In/Hr) Rainfall intensity = 2.728(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 15.27 min. Rain intensity = 2.73(In/Hr)
Total area this stream = 232.79(Ac.)
Total Study Area (Main Stream No. 1) = 232.79(Ac.)
Total runoff = 424.99(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 510.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 745.330(Ft.)
Downstream point/station elevation = 739.130(Ft.)
Pipe length = 880.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 424.988(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 424.988(CFS)
Normal flow depth in pipe = 56.44(In.)
6242
Flow top width inside pipe = 78.88(In.)
Critical Depth = 65.10(In.)
Pipe flow velocity = 15.45(Ft/s)
Travel time through pipe = 0.95 min.

In Main Stream number: 1
Stream flow area = 232.790(Ac.)
Runoff from this stream = 424.988(CFS)
Time of concentration = 16.21 min.

Rainfall intensity = 2.631(In/Hr)
Area averaged loss rate (Fm) = 0.3180(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3180
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 510.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 1.#R
Pervious ratio(Ap) = 0.0980 Max loss rate(Fm)= 0.100(In/Hr) Rainfall intensity = 2.867(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 14.05 min. Rain intensity = 2.87(In/Hr)
Total area this stream = 25.12(Ac.)
Total Study Area (Main Stream No. 2) = 257.91(Ac.)
Total runoff = 42.30(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 510.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 25.120(Ac.)
Runoff from this stream = 42.300(CFS)
Time of concentration = 14.05 min.

Rainfall intensity = 2.867(In/Hr)
Area averaged loss rate (Fm) = 0.1000(In/Hr)
Area averaged Pervious ratio (Ap) = 0.0980
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
6243
1 424.99 232.790 16.21 0.318 2.631
2 42.30 25.120 14.05 0.100 2.867
Qmax(1) =

1.000 * 1.000 * 424.988) +

0.915 * 1.000 * 42.300) + = 463.678
Qmax(2) =

1.102 * 0.867 * 424.988) +

1.000 * 1.000 * 42.300) + = 448.163
Total of 2 main streams to confluence:

Flow rates before confluence point:
425.988 43.300
Maximum flow rates at confluence using above data:
463.678 448.163
Area of streams before confluence:
232.790 25.120
Effective area values after confluence:
257.910 226.839
Results of confluence:

Total flow rate = 463.678(CFS)
Time of concentration = 16.214 min.

Effective stream area after confluence = 257.910(Ac.)
Study area average Pervious fraction(Ap) = 0.297
Study area average soil loss rate(Fm) = 0.297(In/Hr)
Study area total = 257.91(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 5141.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 739.130(Ft.)
Downstream point/station elevation = 734.200(Ft.)
Pipe length = 690.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 463.678(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 463.678(CFS)
Normal flow depth in pipe = 60.00(In.)
Flow top width inside pipe = 75.89(In.)
Critical Depth = 67.79(In.)
Pipe flow velocity = 15.78(Ft/s)
Travel time through pipe = 0.73 min.

Time of concentration (TC) = 16.94 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5141.000 to Point/Station 520.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 734.200(Ft.)
Downstream point/station elevation = 726.560(Ft.)
Pipe length = 500.00(Ft.) Manning's N = 0.013
6244
No. of pipes = 1 Required pipe flow = 463.678(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 463.678(CFS)
Normal flow depth in pipe = 46.27(In.)
Flow top width inside pipe = 83.57(In.)
Critical Depth = 67.79(In.)
Pipe flow velocity = 21.34(Ft/s)
Travel time through pipe = 0.39 min.

Time of concentration (TC) = 17.33 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5141.000 to Point/Station 520.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 257.910(Ac.)
Runoff from this stream = 463.678(CFS)
Time of concentration = 17.33 min.

Rainfall intensity = 2.528(In/Hr)
Area averaged loss rate (Fm) = 0.2968(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2966
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 520.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 1.#R
Pervious ratio(Ap) = 0.0980 Max loss rate(Fm)= 0.100(In/Hr) Rainfall intensity = 2.994(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 13.07 min. Rain intensity = 2.99(In/Hr)
Total area this stream = 22.40(Ac.)
Total Study Area (Main Stream No. 2) = 280.31(Ac.)
Total runoff = 39.92(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 520.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 22.400(Ac.)
Runoff from this stream = 39.920(CFS)
Time of concentration = 13.07 min.

Rainfall intensity = 2.994(In/Hr)
Area averaged loss rate (Fm) = 0.1000(In/Hr)
Area averaged Pervious ratio (Ap) = 0.0980
Summary of stream data:
6245
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 463.68 257.910 17.33 0.297 2.528
2 39.92 22.400 13.07 0.100 2.994
Qmax(1) =

1.000 * 1.000 * 463.678) +

0.839 * 1.000 * 39.920) + = 497.163
Qmax(2) =

1.209 * 0.754 * 463.678) +

1.000 * 1.000 * 39.920) + = 462.668
Total of 2 main streams to confluence:

Flow rates before confluence point:
464.678 40.920
Maximum flow rates at confluence using above data:
497.163 462.668
Area of streams before confluence:
257.910 22.400
Effective area values after confluence:
280.310 216.871
Results of confluence:

Total flow rate = 497.163(CFS)
Time of concentration = 17.334 min.

Effective stream area after confluence = 280.310(Ac.)
Study area average Pervious fraction(Ap) = 0.281
Study area average soil loss rate(Fm) = 0.281(In/Hr)
Study area total = 280.31(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 520.000 to Point/Station 5215.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 726.560(Ft.)
Downstream point/station elevation = 720.420(Ft.)
Pipe length = 400.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 497.163(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 497.163(CFS)
Normal flow depth in pipe = 48.28(In.)
Flow top width inside pipe = 83.06(In.)
Critical Depth = 69.89(In.)
Pipe flow velocity = 21.73(Ft/s)
Travel time through pipe = 0.31 min.

Time of concentration (TC) = 17.64 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 520.000 to Point/Station 5215.000 **** CONFLUENCE OF MAIN STREAMS ****
6246
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 280.310(Ac.)
Runoff from this stream = 497.163(CFS)
Time of concentration = 17.64 min.

Rainfall intensity = 2.501(In/Hr)
Area averaged loss rate (Fm) = 0.2810(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2807
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 521.000 to Point/Station 5215.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 31.61
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.937(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 13.50 min. Rain intensity = 2.94(In/Hr)
Total area this stream = 6.14(Ac.)
Total Study Area (Main Stream No. 2) = 286.45(Ac.)
Total runoff = 15.70(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 521.000 to Point/Station 5215.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 6.140(Ac.)
Runoff from this stream = 15.700(CFS)
Time of concentration = 13.50 min.

Rainfall intensity = 2.937(In/Hr)
Area averaged loss rate (Fm) = 0.0980(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5210.000 to Point/Station 5210.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 25.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Rainfall intensity = 1.904(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 27.80 min. Rain intensity = 1.90(In/Hr)
Total area this stream = 153.70(Ac.)
6247
Total Study Area (Main Stream No. 3) = 440.15(Ac.)
Total runoff = 245.60(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5210.000 to Point/Station 5215.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 728.800(Ft.)
Downstream point/station elevation = 720.420(Ft.)
Pipe length = 420.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 245.600(CFS)
Given pipe size = 72.00(In.)
Calculated individual pipe flow = 245.600(CFS)
Normal flow depth in pipe = 32.13(In.)
Flow top width inside pipe = 71.58(In.)
Critical Depth = 51.52(In.)
Pipe flow velocity = 20.12(Ft/s)
Travel time through pipe = 0.35 min.

In Main Stream number: 3
Stream flow area = 153.700(Ac.)
Runoff from this stream = 245.600(CFS)
Time of concentration = 28.15 min.

Rainfall intensity = 1.890(In/Hr)
Area averaged loss rate (Fm) = 0.1000(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 497.16 280.310 17.64 0.281 2.501
2 15.70 6.140 13.50 0.098 2.937
3 245.60 153.700 28.15 0.100 1.890
Qmax(1) =

1.000 * 1.000 * 497.163) +

0.847 * 1.000 * 15.700) +

1.342 * 0.627 * 245.600) + = 716.966
Qmax(2) =

1.196 * 0.765 * 497.163) +

1.000 * 1.000 * 15.700) +

1.585 * 0.480 * 245.600) + = 657.500
Qmax(3) =

0.725 * 1.000 * 497.163) +

0.631 * 1.000 * 15.700) +

1.000 * 1.000 * 245.600) + = 615.731
6248
Total of 3 main streams to confluence:

Flow rates before confluence point:
498.163 16.700 246.600
Maximum flow rates at confluence using above data:
716.966 657.500 615.731
Area of streams before confluence:
280.310 6.140 153.700
Effective area values after confluence:
382.774 294.374 440.150
Results of confluence:

Total flow rate = 716.966(CFS)
Time of concentration = 17.640 min.

Effective stream area after confluence = 382.774(Ac.)
Study area average Pervious fraction(Ap) = 0.215
Study area average soil loss rate(Fm) = 0.215(In/Hr)
Study area total = 440.15(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5215.000 to Point/Station 525.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 720.420(Ft.)
Downstream point/station elevation = 712.540(Ft.)
Pipe length = 920.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 716.966(CFS)
Given pipe size = 84.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.

The approximate hydraulic grade line above the pipe invert is

11.788(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 11.584(Ft.)
Minor friction loss = 8.084(Ft.) K-factor = 1.50
Pipe flow velocity = 18.63(Ft/s)
Travel time through pipe = 0.82 min.

Time of concentration (TC) = 18.46 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 525.000 to Point/Station 5248.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 712.540(Ft.)
Downstream point/station elevation = 710.460(Ft.)
Pipe length = 250.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 716.966(CFS)
Given pipe size = 96.00(In.)
Calculated individual pipe flow = 716.966(CFS)
Normal flow depth in pipe = 68.72(In.)
Flow top width inside pipe = 86.60(In.)
Critical Depth = 81.08(In.)
Pipe flow velocity = 18.62(Ft/s)
Travel time through pipe = 0.22 min.
6249
Time of concentration (TC) = 18.69 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 525.000 to Point/Station 5248.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 382.774(Ac.)
Runoff from this stream = 716.966(CFS)
Time of concentration = 18.69 min.

Rainfall intensity = 2.416(In/Hr)
Area averaged loss rate (Fm) = 0.2153(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2151
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 526.000 to Point/Station 5248.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 33.29
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.097(In/Hr) Rainfall intensity = 3.008(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 12.97 min. Rain intensity = 3.01(In/Hr)
Total area this stream = 31.78(Ac.)
Total Study Area (Main Stream No. 2) = 471.93(Ac.)
Total runoff = 61.14(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 526.000 to Point/Station 5248.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 31.780(Ac.)
Runoff from this stream = 61.140(CFS)
Time of concentration = 12.97 min.

Rainfall intensity = 3.008(In/Hr)
Area averaged loss rate (Fm) = 0.0970(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 716.97 382.774 18.69 0.215 2.416
2 61.14 31.780 12.97 0.097 3.008
Qmax(1) =
6250

1.000 * 1.000 * 716.966) +

0.797 * 1.000 * 61.140) + = 765.675
Qmax(2) =

1.269 * 0.694 * 716.966) +

1.000 * 1.000 * 61.140) + = 692.585
Total of 2 main streams to confluence:

Flow rates before confluence point:
717.966 62.140
Maximum flow rates at confluence using above data:
765.675 692.585
Area of streams before confluence:
382.774 31.780
Effective area values after confluence:
414.554 297.447
Results of confluence:

Total flow rate = 765.675(CFS)
Time of concentration = 18.687 min.

Effective stream area after confluence = 414.554(Ac.)
Study area average Pervious fraction(Ap) = 0.206
Study area average soil loss rate(Fm) = 0.206(In/Hr)
Study area total = 414.55(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5248.000 to Point/Station 5300.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 710.460(Ft.)
Downstream point/station elevation = 707.900(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 765.675(CFS)
Given pipe size = 96.00(In.)
Calculated individual pipe flow = 765.675(CFS)
Normal flow depth in pipe = 35.23(In.)
Flow top width inside pipe = 92.54(In.)
Critical Depth = 83.18(In.)
Pipe flow velocity = 45.79(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 18.70 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5248.000 to Point/Station 5300.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 414.554(Ac.)
Runoff from this stream = 765.675(CFS)
Time of concentration = 18.70 min.

Rainfall intensity = 2.415(In/Hr)
Area averaged loss rate (Fm) = 0.2062(In/Hr)
6251
Area averaged Pervious ratio (Ap) = 0.2063
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5295.000 to Point/Station 5295.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 1.#R
Pervious ratio(Ap) = 0.0930 Max loss rate(Fm)= 0.100(In/Hr) Rainfall intensity = 2.893(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 13.84 min. Rain intensity = 2.89(In/Hr)
Total area this stream = 77.22(Ac.)
Total Study Area (Main Stream No. 2) = 549.15(Ac.)
Total runoff = 131.58(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5295.000 to Point/Station 5300.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 715.690(Ft.)
Downstream point/station elevation = 707.900(Ft.)
Pipe length = 950.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 131.580(CFS)
Given pipe size = 54.00(In.)
Calculated individual pipe flow = 131.580(CFS)
Normal flow depth in pipe = 34.55(In.)
Flow top width inside pipe = 51.85(In.)
Critical Depth = 40.50(In.)
Pipe flow velocity = 12.25(Ft/s)
Travel time through pipe = 1.29 min.

Time of concentration (TC) = 15.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5295.000 to Point/Station 5300.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 77.220(Ac.)
Runoff from this stream = 131.580(CFS)
Time of concentration = 15.13 min.

Rainfall intensity = 2.742(In/Hr)
Area averaged loss rate (Fm) = 0.1000(In/Hr)
Area averaged Pervious ratio (Ap) = 0.0930
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
6252
1 765.67 414.554 18.70 0.206 2.415
2 131.58 77.220 15.13 0.100 2.742
Qmax(1) =

1.000 * 1.000 * 765.675) +

0.876 * 1.000 * 131.580) + = 880.973
Qmax(2) =

1.148 * 0.809 * 765.675) +

1.000 * 1.000 * 131.580) + = 842.945
Total of 2 main streams to confluence:

Flow rates before confluence point:
766.675 132.580
Maximum flow rates at confluence using above data:
880.973 842.945
Area of streams before confluence:
414.554 77.220
Effective area values after confluence:
491.774 412.715
Results of confluence:

Total flow rate = 880.973(CFS)
Time of concentration = 18.698 min.

Effective stream area after confluence = 491.774(Ac.)
Study area average Pervious fraction(Ap) = 0.188
Study area average soil loss rate(Fm) = 0.190(In/Hr)
Study area total = 491.77(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5300.000 to Point/Station 5305.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 707.900(Ft.)
Downstream point/station elevation = 706.030(Ft.)
Pipe length = 640.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 880.973(CFS)
Given pipe size = 108.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.

The approximate hydraulic grade line above the pipe invert is

5.781(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 3.185(Ft.)
Minor friction loss = 4.467(Ft.) K-factor = 1.50
Pipe flow velocity = 13.85(Ft/s)
Travel time through pipe = 0.77 min.

Time of concentration (TC) = 19.47 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5300.000 to Point/Station 5305.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
6253
Stream flow area = 491.774(Ac.)
Runoff from this stream = 880.973(CFS)
Time of concentration = 19.47 min.

Rainfall intensity = 2.358(In/Hr)
Area averaged loss rate (Fm) = 0.1895(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1885
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 542.000 to Point/Station 5305.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 55.03
Pervious ratio(Ap) = 0.4500 Max loss rate(Fm)= 0.336(In/Hr) Rainfall intensity = 2.693(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 15.60 min. Rain intensity = 2.69(In/Hr)
Total area this stream = 22.68(Ac.)
Total Study Area (Main Stream No. 2) = 571.83(Ac.)
Total runoff = 32.14(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 542.000 to Point/Station 5305.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 22.680(Ac.)
Runoff from this stream = 32.140(CFS)
Time of concentration = 15.60 min.

Rainfall intensity = 2.693(In/Hr)
Area averaged loss rate (Fm) = 0.3360(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4500
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 880.97 491.774 19.47 0.190 2.358
2 32.14 22.680 15.60 0.336 2.693
Qmax(1) =

1.000 * 1.000 * 880.973) +

0.858 * 1.000 * 32.140) + = 908.542
Qmax(2) =

1.155 * 0.801 * 880.973) +

1.000 * 1.000 * 32.140) + = 847.181
Total of 2 main streams to confluence:

Flow rates before confluence point:
881.973 33.140
6254
Maximum flow rates at confluence using above data:
908.542 847.181
Area of streams before confluence:
491.774 22.680
Effective area values after confluence:
514.454 416.737
Results of confluence:

Total flow rate = 908.542(CFS)
Time of concentration = 19.468 min.

Effective stream area after confluence = 514.454(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.196(In/Hr)
Study area total = 514.45(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5305.000 to Point/Station 5330.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 706.030(Ft.)
Downstream point/station elevation = 701.260(Ft.)
Pipe length = 690.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 908.542(CFS)
Given pipe size = 108.00(In.)
Calculated individual pipe flow = 908.542(CFS)
Normal flow depth in pipe = 78.28(In.)
Flow top width inside pipe = 96.47(In.)
Critical Depth = 88.93(In.)
Pipe flow velocity = 18.40(Ft/s)
Travel time through pipe = 0.63 min.

Time of concentration (TC) = 20.09 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5305.000 to Point/Station 5330.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 514.454(Ac.)
Runoff from this stream = 908.542(CFS)
Time of concentration = 20.09 min.

Rainfall intensity = 2.313(In/Hr)
Area averaged loss rate (Fm) = 0.1960(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 546.000 to Point/Station 5330.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
6255
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 36.35
Pervious ratio(Ap) = 0.1540 Max loss rate(Fm)= 0.146(In/Hr) Rainfall intensity = 3.133(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 12.12 min. Rain intensity = 3.13(In/Hr)
Total area this stream = 39.14(Ac.)
Total Study Area (Main Stream No. 2) = 610.97(Ac.)
Total runoff = 78.63(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 546.000 to Point/Station 5330.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 39.140(Ac.)
Runoff from this stream = 78.630(CFS)
Time of concentration = 12.12 min.

Rainfall intensity = 3.133(In/Hr)
Area averaged loss rate (Fm) = 0.1460(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1540
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 551.000 to Point/Station 5330.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 42.80
Pervious ratio(Ap) = 0.1900 Max loss rate(Fm)= 0.169(In/Hr) Rainfall intensity = 2.810(In/Hr) for a 100.0 year storm User specified values are as follows:

TC = 14.53 min. Rain intensity = 2.81(In/Hr)
Total area this stream = 33.36(Ac.)
Total Study Area (Main Stream No. 3) = 644.33(Ac.)
Total runoff = 70.18(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 551.000 to Point/Station 5330.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 3
Stream flow area = 33.360(Ac.)
Runoff from this stream = 70.180(CFS)
Time of concentration = 14.53 min.

Rainfall intensity = 2.810(In/Hr)
Area averaged loss rate (Fm) = 0.1690(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1900
Summary of stream data:
6256
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 908.54 514.454 20.09 0.196 2.313
2 78.63 39.140 12.12 0.146 3.133
3 70.18 33.360 14.53 0.169 2.810
Qmax(1) =

1.000 * 1.000 * 908.542) +

0.726 * 1.000 * 78.630) +

0.812 * 1.000 * 70.180) + = 1022.575
Qmax(2) =

1.387 * 0.603 * 908.542) +

1.000 * 1.000 * 78.630) +

1.122 * 0.834 * 70.180) + = 904.510
Qmax(3) =

1.235 * 0.723 * 908.542) +

0.892 * 1.000 * 78.630) +

1.000 * 1.000 * 70.180) + = 951.412
Total of 3 main streams to confluence:

Flow rates before confluence point:
909.542 79.630 71.180
Maximum flow rates at confluence using above data:
1022.575 904.510 951.412
Area of streams before confluence:
514.454 39.140 33.360
Effective area values after confluence:
586.954 377.276 444.512
Results of confluence:

Total flow rate = 1022.575(CFS)
Time of concentration = 20.093 min.

Effective stream area after confluence = 586.954(Ac.)
Study area average Pervious fraction(Ap) = 0.196
Study area average soil loss rate(Fm) = 0.191(In/Hr)
Study area total = 586.95(Ac.)
End of computations, Total Study Area = 644.33 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.198
Area averaged SCS curve number = 1.$
6257
Rich-Haven Specific Plan Hydrology Report Ontario, CA
September, 2022
X Engineering & Consulting, Inc. 3

APPENDIX C

HYDRAULIC CALCULATIONS
6258
T1 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE 0
T2 100 YR PRELIMINARY HYDRAULICS (PEAK FLOW MITIGATION) T3 09-06-2022
SO 992.840 667.230 1 681.360
JX 1011.480 667.290 1 3 .013 0.001 667.290 90.0 .000
R 1035.820 667.360 1 .013 -30.991 .000 0
R 1120.200 667.620 1 .013 .000 .000 0
JX 1120.210 667.620 1 2 .013 0.001 671.290 60.0 .000
R 1137.420 667.670 1 .013 .000 .000 0
JX 1137.430 667.670 1 2 .013 0.001 671.600 -85.0 .000
R 1329.560 668.250 1 .013 .000 .000 0
R 1398.280 668.450 1 .013 3.265 0
R 1751.200 669.560 1 .013 .000 .000 0
R 1773.590 669.629 1 .013 -1.074 .000 0
JX 1795.000 669.629 1 3 .013 10.752 671.200 30.0 .000
R 1819.250 669.780 1 .013 -2.191 .000 0
R 1877.510 669.990 1 .013 .000 .000 0
JX 1877.520 669.990 1 2 .013 1.920 674.280 85.0 .000
R 2200.000 670.970 1 .013 .000 .000 0
JX 2325.081 671.358 1 12 .013 0.001 671.350 85.0 .000
R 2401.000 671.610 1 .013 .000 .000 0
JX 2421.000 671.950 1 12 .013 0.001 671.820 85.0 .000
R 2462.340 676.430 1 .013 .000 .000 0
TS 2471.670 676.620 5 .013 .000 .000 0
R 2479.670 676.690 5 .013 .000
JX 2493.830 676.980 5 4 .013 76.510 678.940 30.0 .000
R 2519.760 677.080 5 .013 .000 .000 0
JX 2519.770 677.081 5 6 .013 0.001 680.220 -45.0 .000
R 2609.730 677.960 5 .013 .000 .000 0
JX 2609.740 677.961 5 2 .013 4.810 682.450 60.0 .000
R 2629.210 678.150 5 .013 .000 .000 0
JX 2629.220 678.151 5 2 .013 4.810 683.070 -85.0 .000
R 2988.780 681.640 5 .013 .000 .000 0
JX 2993.440 681.700 5 .013
R 3031.000 682.090 5 .013 .000 .000 0
JX 3043.670 682.220 5 .013
R 3048.480 682.270 5 .013 .000 .000 0
JX 3259.440 684.422 5 3 .013 56.400 687.640 -45.0 .000
R 3488.770 686.780 5 .013 .000 .000 0
JX 3493.440 686.880 5 .013
JX 3524.396 687.214 5 2 .013 0.001 691.830 -45.0 .000
R 3988.780 692.230 5 .013 .000 .000 0
JX 3993.440 692.330 5 .013
R 4428.910 696.790 5 .013 .000 .000 0
JX 4440.570 697.020 5 3 .013 0.001 700.020 30.0 .000
R 4514.280 697.440 5 .013 .000 .000 0
JX 4514.290 697.441 5 2 .013 0.001 701.760 60.0 .000
R 4531.740 697.540 5 .013 .000 .000 0
JX 4531.750 697.541 5 2 .013 0.001 702.100 -85.0 .000
R 5121.880 700.910 5 .013 .000 .000 1
JX 5121.890 700.911 5 3 .013 140.790 703.990 45.0 .000
JX 5121.890 700.911 5 3 .013 0.001 703.990 -45.0 .000
R 5228.010 701.510 5 .013 .000 .000 0
JX 5228.020 701.511 5 2 .013 0.001 705.770 60.0 .000
R 5245.470 701.610 5 .013 .000 .000 0
JX 5245.480 701.611 5 2 .013 0.001 705.920 -85.0 .000
R 5419.290 702.580 5 .013 .000 .000 0
JX 5423.950 702.680 5 .013
R 5798.050 704.470 5 .013 .000 .000 0
JX 5806.230 704.630 5 3 .013 41.350 707.840 45.0 .000
R 5867.860 704.900 5 .013 .000 .000 0
JX 5867.870 704.901 5 2 .013 0.001 709.130 85.0 .000
R 6119.290 705.970 5 .013 .000 .000 0
JX 6123.950 706.070 5 .013
R 6443.570 707.730 5 .013 .000 .000 0
JX 6459.740 708.060 5 8 .013 115.310 710.150 30.0 .000
R 6475.570 708.200 5 .013 .000 .000 0
JX 6486.730 708.420 9 8 .013 48.710 710.060 -45.0 .000
R 6656.620 709.310 9 .013 .000 .000 0
JX 6656.630 709.311 9 2 .013 0.001 712.850 60.0 .000
R 6674.320 709.410 9 .013 .000 .000 0
6259
JX 6674.330 709.411 9 2 .013 0.001 712.910 -85.0 .000
R 6719.280 709.640 9 .013 .000 .000 0
TS 6728.440 709.830 10 .013 .000
R 6789.570 710.890 10 .013 .000 .000 0
R 6892.180 712.700 10 .013 -6.576 .000 0
JX 6896.840 712.800 10 .013
R 6937.050 713.360 10 .013 -2.577 .000 0
R 7000.000 714.248 10 .013 .000 .000 0
R 7329.270 718.900 10 .013 .000 .000 0
JX 7333.930 719.000 10 .013
JX 7590.813 720.053 10 2 .013 0.001 723.550 -45.0 .000
R 7600.000 720.091 10 .013 .000 .000 0
JX 7609.750 720.131 10 2 .013 0.001 723.960 -45.0 .000
R 7704.430 720.530 10 .013 .000 .000 0
JX 7723.090 720.910 10 11 .013 219.810 721.210 45.0 .000 R 7848.980 723.314 10 .013 .000 .000 0
R 8097.070 727.930 10 .013 .000 .000 0
JX 8115.730 728.320 10 4 .013 33.480 729.490 -45.0 .000 R 8167.900 729.420 10 .013 19.856 .000 0
R 8182.670 729.730 10 .013 .000 .000 0
JX 8187.340 729.830 10 .013
R 8200.000 729.976 10 .013 .000 .000 0
JX 8250.000 730.551 10 2 .013 0.001 733.210 -45.0 .000
R 8300.000 731.120 10 .013 .000 .000
JX 8547.271 733.964 10 2 .013 0.001 736.920 -45.0 .000
R 8571.070 734.250 10 .013 .000 .000 0
JX 8574.740 734.460 10 .013 .000 .000 0
R 8666.520 735.200 10 .013 .000 .000 0
JX 8666.530 735.201 10 2 .013 0.001 737.830 -85.0 .000
R 8830.110 736.520 10 .013 .000 .000 0
R 8992.980 737.830 10 .013 -10.451 .000 0
R 9070.580 738.460 10 .013 .000 .000 0
JX 9074.240 738.560 10 .013
R 9229.660 740.150 10 .013 .000 .000 0
JX 9248.320 740.330 10 4 .013 38.690 741.140 -45.0 .000 R 9300.000 740.830 10 .013 .000 .000 0
JX 9326.580 741.101 10 2 .013 0.001 742.800 -45.0 .000
R 9537.670 743.270 10 .013 .000 .000 0
JX 9542.330 743.370 10 .013
JX 9726.610 744.421 10 2 .013 0.001 747.130 -85.0 .000
R 10037.670 746.220 10 .013 .000 .000 0
JX 10042.330 746.320 11 .013
R 10115.650 746.530 11 .013 .000 .000 0
JX 10115.660 746.531 11 6 .013 11.900 748.840 -45.0 .000 R 10116.000 746.532 11 .013 .000 .000 0
JX 10150.000 746.634 11 2 .013 0.001 749.220 -45.0 .000 R 10152.580 746.640 11 .013 .000 .000 0
R 10231.660 746.880 11 .013 5.000 .000 0
R 10427.390 747.470 11 .013 .000 .000 0
JX 10435.000 747.605 11 11 .013 39.490 747.650 -45.0 .000 JX 10446.050 747.850 11 11 .013 293.710 747.650 30.0 .000 R 10464.120 748.170 11 .013 .000 .000 0
JX 10464.130 748.171 11 2 .013 0.001 750.620 -60.0 .000 R 10519.630 749.150 11 .013 .000 .000 0
JX 10538.790 749.510 4 2 .013 0.001 752.060 55.0 .000
R 10556.740 749.820 4 .013 .000 .000 0
JX 10556.750 749.821 4 2 .013 0.001 751.570 -85.0 .000
R 10925.140 756.190 4 .013 .000 .000 0
JX 10928.800 756.270 4 .013
R 11355.740 759.810 4 .013 .000 .000 0
R 11407.890 760.240 4 .013 .000 .000 0
JX 11412.550 760.340 4 .013
JX 11433.240 760.420 4 2 .013 0.001 761.850 -45.0 .000
R 11450.000 760.480 4 .013 .000 .000 0
JX 11452.660 760.490 4 2 .013 3.160 761.810 60.0 .000
R 11486.700 760.610 4 .013 .000 .000 0
R 11526.700 760.770 4 .013 20.835 .000 0
R 11576.860 760.970 4 .013 -26.127 .000 0
R 11891.640 762.230 4 .013 .000 .000 0
JX 11895.800 762.310 4 .013
R 12374.890 767.760 4 .013 .000 .000 0
6260
JX 12378.550 767.830 4 .013
R 12857.640 773.530 4 .013 .000 .000 0
JX 12862.300 773.630 4 .013
R 13004.900 778.160 4 .013 .000 .000 0
R 13009.570 778.260 4 .013 .000 .000 1
R 13183.020 778.780 4 .013 99.380 .000 0
R 13418.690 779.480 4 .013 .000 .000 0
JX 13423.360 779.580 4 2 .013 0.001 780.790 85.0 .000
R 13878.600 780.950 4 .013 .000 .000 0
JX 13883.270 781.050 4 2 .013 0.001 782.250 85.0 .000
R 14360.440 782.480 4 .013 .000 .000 0
JX 14365.110 782.580 4 2 .013 0.001 783.780 72.4 .000
R 14385.630 782.640 4 .013 13.063 .000 0
R 14426.930 782.770 4 .013 .000 .000 0
R 14447.460 782.830 4 .013 -13.070 .000 0
R 14818.590 783.940 4 .013 .000 .000 0
R 14839.460 784.000 4 .013 -26.573 .000 0
JX 14845.460 784.100 4 6 .013 0.220 785.030 45.0 -7.639 R 14889.300 784.230 4 .013 -55.819 .000 0
R 14917.900 784.320 4 .013 .000 .000 0
SH 14917.900 784.320 4 784.320
CD 1 3 0 .000 8.000 10.000 .000 .000 .00
CD 2 4 1 .000 1.500 .000 .000 .000 .00
CD 3 4 1 .000 3.000 .000 .000 .000 .00
CD 4 4 1 .000 4.000 .000 .000 .000 .00
CD 5 4 1 .000 9.000 .000 .000 .000 .00
CD 6 4 1 .000 2.000 .000 .000 .000 .00
CD 7 4 1 .000 9.000 .000 .000 .000 .00
CD 8 4 1 .000 4.500 .000 .000 .000 .00
CD 9 4 1 .000 8.000 .000 .000 .000 .00
CD 10 4 1 .000 7.000 .000 .000 .000 .00
CD 11 4 1 .000 6.000 .000 .000 .000 .00
CD 12 4 1 .000 5.000 .000 .000 .000 .00
Q 76.510 .0
6261
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS (PEAK FLOW MITIGATION)
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
992.840 667.230 14.130 681.360 1218.37 15.23 3.60 684.96 .00 7.72 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0032 .0061 .11 .00 .95 .013 .00 .00 BOX
| | | | | | | | | | | | |
1011.480 667.290 14.184 681.474 1218.37 15.23 3.60 685.08 .00 7.73 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

24.340 .0029 .0061 .15 .00 .95 8.00 .013 .00 .00 BOX
| | | | | | | | | | | | |
1035.820 667.360 14.686 682.046 1218.37 15.23 3.60 685.65 .00 7.73 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

84.380 .0031 .0061 .52 14.69 .95 8.00 .013 .00 .00 BOX
| | | | | | | | | | | | |
1120.200 667.620 14.942 682.562 1218.37 15.23 3.60 686.16 .00 7.73 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0000 .0061 .00 14.94 .95 .013 .00 .00 BOX
| | | | | | | | | | | | |
1120.210 667.620 14.942 682.562 1218.37 15.23 3.60 686.16 .00 7.73 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

17.210 .0029 .0061 .11 14.94 .95 8.00 .013 .00 .00 BOX
| | | | | | | | | | | | |
1137.420 667.670 14.998 682.668 1218.37 15.23 3.60 686.27 .00 7.73 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0000 .0061 .00 15.00 .95 .013 .00 .00 BOX
| | | | | | | | | | | | |
1137.430 667.670 14.998 682.668 1218.37 15.23 3.60 686.27 .00 7.73 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
192.130 .0030 .0061 1.18 15.00 .95 8.00 .013 .00 .00 BOX | | | | | | | | | | | | |
1329.560 668.250 15.594 683.844 1218.37 15.23 3.60 687.45 .00 7.73 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

68.720 .0029 .0061 .42 .00 .95 8.00 .013 .00 .00 BOX
| | | | | | | | | | | | |
1398.280 668.450 15.952 684.402 1218.37 15.23 3.60 688.00 .00 7.73 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
352.920 .0031 .0061 2.16 15.95 .95 8.00 .013 .00 .00 BOX 6262
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
1751.200 669.560 17.002 686.562 1218.37 15.23 3.60 690.16 .00 7.73 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

22.390 .0031 .0061 .14 .00 .95 8.00 .013 .00 .00 BOX
| | | | | | | | | | | | |
1773.590 669.629 17.149 686.778 1218.37 15.23 3.60 690.38 .00 7.73 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0000 .0060 .13 .00 .95 .013 .00 .00 BOX
| | | | | | | | | | | | |
1795.000 669.629 17.400 687.029 1207.61 15.10 3.54 690.57 .00 7.68 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

24.250 .0062 .0060 .15 .00 .94 6.65 .013 .00 .00 BOX
| | | | | | | | | | | | |
1819.250 669.780 17.505 687.285 1207.61 15.10 3.54 690.82 .00 7.68 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

58.260 .0036 .0060 .35 17.51 .94 8.00 .013 .00 .00 BOX
| | | | | | | | | | | | |
1877.510 669.990 17.645 687.635 1207.61 15.10 3.54 691.17 .00 7.68 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0000 .0060 .00 17.65 .94 .013 .00 .00 BOX
| | | | | | | | | | | | |
1877.520 669.990 17.668 687.658 1205.69 15.07 3.53 691.18 .00 7.67 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
322.480 .0030 .0060 1.93 17.67 .94 8.00 .013 .00 .00 BOX | | | | | | | | | | | | |
2200.000 670.970 18.621 689.591 1205.69 15.07 3.53 693.12 .00 7.67 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0031 .0060 .75 18.62 .94 .013 .00 .00 BOX
| | | | | | | | | | | | |
2325.081 671.358 18.983 690.341 1205.69 15.07 3.53 693.87 .00 7.67 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

75.919 .0033 .0060 .46 18.98 .94 8.00 .013 .00 .00 BOX
| | | | | | | | | | | | |
2401.000 671.610 19.186 690.796 1205.69 15.07 3.53 694.32 .00 7.67 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0170 .0060 .12 19.19 .94 .013 .00 .00 BOX
6263
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
2421.000 671.950 18.966 690.916 1205.69 15.07 3.53 694.44 .00 7.67 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

41.340 .1084 .0060 .25 18.97 .94 2.35 .013 .00 .00 BOX
| | | | | | | | | | | | |
2462.340 676.430 14.734 691.164 1205.69 15.07 3.53 694.69 .00 7.67 10.00 8.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
TRANS STR .0204 .0077 .07 14.73 .94 .013 .00 .00 BOX
| | | | | | | | | | | | |
2471.670 676.620 12.975 689.595 1205.69 18.95 5.58 695.17 .00 8.23 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

8.000 .0088 .0093 .07 12.97 .00 7.67 .013 .00 .00 PIPE
| | | | | | | | | | | | |
2479.670 676.690 12.979 689.669 1205.69 18.95 5.58 695.25 .00 8.23 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0205 .0088 .12 12.98 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
2493.830 676.980 13.987 690.967 1129.18 17.75 4.89 695.86 .00 8.07 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

25.930 .0039 .0082 .21 13.99 .00 9.00 .013 .00 .00 PIPE | | | | | | | | | | | | |
2519.760 677.080 14.099 691.179 1129.18 17.75 4.89 696.07 .00 8.07 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0976 .0082 .00 14.10 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
2519.770 677.081 14.098 691.179 1129.18 17.75 4.89 696.07 .00 8.07 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

89.960 .0098 .0082 .74 14.10 .00 6.77 .013 .00 .00 PIPE | | | | | | | | | | | | |
2609.730 677.960 13.955 691.915 1129.18 17.75 4.89 696.81 .00 8.07 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0976 .0081 .00 13.95 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
2609.740 677.961 14.034 691.995 1124.37 17.67 4.85 696.85 .00 8.06 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

19.470 .0097 .0081 .16 14.03 .00 6.76 .013 .00 .00 PIPE 6264
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 4 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
2629.210 678.150 14.003 692.153 1124.37 17.67 4.85 697.00 .00 8.06 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0976 .0081 .00 14.00 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
2629.220 678.151 14.084 692.235 1119.56 17.60 4.81 697.04 .00 8.04 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
359.560 .0097 .0080 2.89 14.08 .00 6.74 .013 .00 .00 PIPE | | | | | | | | | | | | |
2988.780 681.640 13.486 695.126 1119.56 17.60 4.81 699.93 .00 8.04 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0129 .0080 .04 13.49 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
2993.440 681.700 13.463 695.163 1119.56 17.60 4.81 699.97 .00 8.04 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

37.560 .0104 .0080 .30 13.46 .00 6.55 .013 .00 .00 PIPE | | | | | | | | | | | | |
3031.000 682.090 13.375 695.465 1119.56 17.60 4.81 700.27 .00 8.04 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0103 .0080 .10 13.38 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
3043.670 682.220 13.347 695.567 1119.56 17.60 4.81 700.38 .00 8.04 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

4.810 .0104 .0080 .04 13.35 .00 6.55 .013 .00 .00 PIPE
| | | | | | | | | | | | |
3048.480 682.270 13.336 695.606 1119.56 17.60 4.81 700.41 .00 8.04 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0102 .0076 1.61 13.34 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
3259.440 684.422 13.586 698.008 1063.16 16.71 4.34 702.34 .00 7.90 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
229.330 .0103 .0072 1.66 13.59 .00 6.31 .013 .00 .00 PIPE | | | | | | | | | | | | |
3488.770 686.780 12.890 699.670 1063.16 16.71 4.34 704.01 .00 7.90 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0214 .0072 .03 12.89 .00 .013 .00 .00 PIPE
6265
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 5 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
3493.440 686.880 12.824 699.704 1063.16 16.71 4.34 704.04 .00 7.90 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0108 .0072 .22 12.82 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
3524.396 687.214 12.715 699.929 1063.16 16.71 4.34 704.27 .00 7.90 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
464.384 .0108 .0072 3.37 12.71 .00 6.20 .013 .00 .00 PIPE | | | | | | | | | | | | |
3988.780 692.230 11.065 703.295 1063.16 16.71 4.34 707.63 .00 7.90 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0215 .0072 .03 11.07 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
3993.440 692.330 10.999 703.329 1063.16 16.71 4.34 707.67 .00 7.90 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
435.470 .0102 .0072 3.16 11.00 .00 6.32 .013 .00 .00 PIPE | | | | | | | | | | | | |
4428.910 696.790 9.696 706.486 1063.16 16.71 4.34 710.82 .00 7.90 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0197 .0072 .08 9.70 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
4440.570 697.020 9.551 706.571 1063.16 16.71 4.34 710.91 .00 7.90 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

73.710 .0057 .0072 .53 9.55 .00 9.00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
4514.280 697.440 9.665 707.105 1063.16 16.71 4.34 711.44 .00 7.90 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0952 .0072 .00 9.67 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
4514.290 697.441 9.664 707.105 1063.16 16.71 4.34 711.44 .00 7.90 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

17.450 .0057 .0072 .13 9.66 .00 9.00 .013 .00 .00 PIPE
JUNCT STR .1063 .0072 .00 9.69 .00 .013 .00 .00 PIPE
6266
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 6 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
4531.750 697.541 9.691 707.232 1063.16 16.71 4.34 711.57 .00 7.90 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
590.130 .0057 .0072 4.28 9.69 .00 9.00 .013 .00 .00 PIPE | | | | | | | | | | | | |
5121.880 700.910 10.817 711.727 1063.16 16.71 4.34 716.06 .00 7.90 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .1012 .0064 .00 10.82 .00 .013 .00 .00 PIPE
JUNCT STR .0000 .0055 .00 11.99 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
5121.890 700.911 11.993 712.904 922.37 14.50 3.26 716.17 .00 7.46 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
106.120 .0056 .0055 .58 11.99 .00 7.24 .013 .00 .00 PIPE | | | | | | | | | | | | |
5228.010 701.510 11.973 713.483 922.37 14.50 3.26 716.75 .00 7.46 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0952 .0055 .00 11.97 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
5228.020 701.511 11.972 713.483 922.37 14.50 3.26 716.75 .00 7.46 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

17.450 .0057 .0055 .10 11.97 .00 7.22 .013 .00 .00 PIPE JUNCT STR .1063 .0055 .00 11.97 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
5245.480 701.611 11.967 713.578 922.36 14.50 3.26 716.84 .00 7.46 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
173.810 .0056 .0055 .95 11.97 .00 7.29 .013 .00 .00 PIPE | | | | | | | | | | | | |
5419.290 702.580 11.947 714.527 922.36 14.50 3.26 717.79 .00 7.46 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0215 .0055 .03 11.95 .00 .013 .00 .00 PIPE
6267
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 7 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
5423.950 702.680 11.872 714.552 922.36 14.50 3.26 717.82 .00 7.46 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
374.100 .0048 .0055 2.04 11.87 .00 8.14 .013 .00 .00 PIPE | | | | | | | | | | | | |
5798.050 704.470 12.124 716.594 922.36 14.50 3.26 719.86 .00 7.46 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0196 .0052 .04 12.12 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
5806.230 704.630 12.495 717.125 881.01 13.85 2.98 720.10 .00 7.31 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

61.630 .0044 .0050 .31 12.50 .00 8.10 .013 .00 .00 PIPE | | | | | | | | | | | | |
5867.860 704.900 12.532 717.432 881.01 13.85 2.98 720.41 .00 7.31 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0952 .0050 .00 12.53 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
5867.870 704.901 12.531 717.432 881.01 13.85 2.98 720.41 .00 7.31 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
251.420 .0043 .0050 1.25 12.53 .00 9.00 .013 .00 .00 PIPE | | | | | | | | | | | | |
6119.290 705.970 12.714 718.684 881.01 13.85 2.98 721.66 .00 7.31 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0215 .0050 .02 12.71 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
6123.950 706.070 12.637 718.707 881.01 13.85 2.98 721.68 .00 7.31 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
319.620 .0052 .0050 1.59 12.64 .00 7.21 .013 .00 .00 PIPE | | | | | | | | | | | | |
6443.570 707.730 12.568 720.298 881.01 13.85 2.98 723.28 .00 7.31 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0204 .0044 .07 12.57 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
6459.740 708.060 13.412 721.472 765.70 12.04 2.25 723.72 .00 6.84 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

15.830 .0088 .0038 .06 13.41 .00 5.30 .013 .00 .00 PIPE 6268
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 8 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
6475.570 708.200 13.332 721.532 765.70 12.04 2.25 723.78 .00 6.84 .00 9.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0197 .0050 .06 13.33 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
6486.730 708.420 12.558 720.978 716.99 14.26 3.16 724.14 .00 6.75 .00 8.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
169.890 .0052 .0062 1.05 12.56 .00 8.00 .013 .00 .00 PIPE JUNCT STR .1000 .0062 .00 12.72 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
6656.630 709.311 12.717 722.028 716.99 14.26 3.16 725.19 .00 6.75 .00 8.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

17.690 .0056 .0062 .11 12.72 .00 7.00 .013 .00 .00 PIPE | | | | | | | | | | | | |
6674.320 709.410 12.727 722.137 716.99 14.26 3.16 725.30 .00 6.75 .00 8.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .1012 .0062 .00 12.73 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
6674.330 709.411 12.726 722.137 716.99 14.26 3.16 725.30 .00 6.75 .00 8.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

44.950 .0051 .0062 .28 12.73 .00 8.00 .013 .00 .00 PIPE | | | | | | | | | | | | |
6719.280 709.640 12.775 722.415 716.99 14.26 3.16 725.57 .00 6.75 .00 8.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
TRANS STR .0207 .0094 .09 12.78 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
6728.440 709.830 10.887 720.717 716.99 18.63 5.39 726.11 .00 6.58 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

61.130 .0173 .0126 .77 10.89 .00 4.97 .013 .00 .00 PIPE | | | | | | | | | | | | |
6789.570 710.890 10.597 721.487 716.99 18.63 5.39 726.88 .00 6.58 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
102.610 .0176 .0126 1.29 .00 .00 4.94 .013 .00 .00 PIPE 6269
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 9 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
6892.180 712.700 10.371 723.071 716.99 18.63 5.39 728.46 .00 6.58 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0215 .0126 .06 .00 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
6896.840 712.800 10.330 723.130 716.99 18.63 5.39 728.52 .00 6.58 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

40.210 .0139 .0126 .51 .00 .00 5.45 .013 .00 .00 PIPE
| | | | | | | | | | | | |
6937.050 713.360 10.459 723.818 716.99 18.63 5.39 729.21 .00 6.58 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

62.950 .0141 .0126 .79 10.46 .00 5.42 .013 .00 .00 PIPE | | | | | | | | | | | | |
7000.000 714.248 10.363 724.611 716.99 18.63 5.39 730.00 .00 6.58 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
329.270 .0141 .0126 4.15 10.36 .00 5.42 .013 .00 .00 PIPE | | | | | | | | | | | | |
7329.270 718.900 9.859 728.759 716.99 18.63 5.39 734.15 .00 6.58 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0215 .0126 .06 9.86 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
7333.930 719.000 9.818 728.818 716.99 18.63 5.39 734.21 .00 6.58 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0041 .0126 3.24 9.82 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
7590.813 720.053 12.001 732.054 716.99 18.63 5.39 737.44 .00 6.58 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

9.187 .0041 .0126 .12 12.00 .00 7.00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
7600.000 720.091 12.078 732.169 716.99 18.63 5.39 737.56 .00 6.58 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0041 .0126 .12 12.08 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
7609.750 720.131 12.161 732.292 716.99 18.63 5.39 737.68 .00 6.58 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

94.680 .0042 .0126 1.19 12.16 .00 7.00 .013 .00 .00 PIPE 6270
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 10 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
7704.430 720.530 12.955 733.485 716.99 18.63 5.39 738.87 .00 6.58 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0204 .0093 .17 12.95 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
7723.090 720.910 17.370 738.280 497.18 12.92 2.59 740.87 .00 5.83 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
125.890 .0191 .0061 .76 17.37 .00 3.76 .013 .00 .00 PIPE | | | | | | | | | | | | |
7848.980 723.314 15.729 739.043 497.18 12.92 2.59 741.63 .00 5.83 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
248.090 .0186 .0061 1.50 15.73 .00 3.79 .013 .00 .00 PIPE | | | | | | | | | | | | |
8097.070 727.930 12.615 740.545 497.18 12.92 2.59 743.14 .00 5.83 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0209 .0057 .11 .00 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
8115.730 728.320 12.955 741.275 463.69 12.05 2.25 743.53 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

52.170 .0211 .0053 .27 .00 .00 3.50 .013 .00 .00 PIPE
| | | | | | | | | | | | |
8167.900 729.420 12.341 741.761 463.69 12.05 2.25 744.02 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

14.770 .0210 .0053 .08 12.34 .00 3.50 .013 .00 .00 PIPE | | | | | | | | | | | | |
8182.670 729.730 12.109 741.839 463.69 12.05 2.25 744.09 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0214 .0053 .02 12.11 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
8187.340 729.830 12.034 741.864 463.69 12.05 2.25 744.12 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

12.660 .0115 .0053 .07 12.03 .00 4.22 .013 .00 .00 PIPE | | | | | | | | | | | | |
8200.000 729.976 11.955 741.931 463.69 12.05 2.25 744.18 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0115 .0053 .26 11.95 .00 .013 .00 .00 PIPE
6271
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 11 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
8250.000 730.551 11.643 742.194 463.69 12.05 2.25 744.45 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

50.000 .0114 .0053 .26 11.64 .00 4.24 .013 .00 .00 PIPE | | | | | | | | | | | | |
8300.000 731.120 11.337 742.457 463.69 12.05 2.25 744.71 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0115 .0053 1.30 11.34 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
8547.271 733.964 9.796 743.760 463.69 12.05 2.25 746.01 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

23.799 .0120 .0053 .13 9.80 .00 4.16 .013 .00 .00 PIPE
| | | | | | | | | | | | |
8571.070 734.250 9.636 743.885 463.69 12.05 2.25 746.14 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0572 .0053 .02 9.64 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
8574.740 734.460 9.445 743.905 463.69 12.05 2.25 746.16 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

91.779 .0081 .0053 .48 9.44 .00 4.77 .013 .00 .00 PIPE
| | | | | | | | | | | | |
8666.520 735.200 9.188 744.388 463.69 12.05 2.25 746.64 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0909 .0053 .00 9.19 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
8666.530 735.201 9.187 744.388 463.69 12.05 2.25 746.64 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
163.580 .0081 .0053 .86 9.19 .00 4.77 .013 .00 .00 PIPE | | | | | | | | | | | | |
8830.110 736.520 8.730 745.250 463.69 12.05 2.25 747.50 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
162.870 .0080 .0053 .86 .00 .00 4.78 .013 .00 .00 PIPE
| | | | | | | | | | | | |
8992.980 737.830 8.432 746.262 463.69 12.05 2.25 748.52 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

77.600 .0081 .0053 .41 8.43 .00 4.76 .013 .00 .00 PIPE
6272
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 12 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
9070.580 738.460 8.211 746.671 463.69 12.05 2.25 748.93 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0273 .0053 .02 8.21 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
9074.240 738.560 8.130 746.690 463.69 12.05 2.25 748.94 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
155.420 .0102 .0053 .82 8.13 .00 4.39 .013 .00 .00 PIPE | | | | | | | | | | | | |
9229.660 740.150 7.359 747.509 463.69 12.05 2.25 749.76 .00 5.65 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0096 .0048 .09 7.36 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
9248.320 740.330 7.922 748.252 425.00 11.04 1.89 750.15 .00 5.43 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

51.680 .0097 .0044 .23 7.92 .00 4.22 .013 .00 .00 PIPE
| | | | | | | | | | | | |
9300.000 740.830 7.651 748.481 425.00 11.04 1.89 750.37 .00 5.43 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0102 .0044 .12 7.65 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
9326.580 741.101 7.498 748.599 425.00 11.04 1.89 750.49 .00 5.43 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

85.085 .0103 .0044 .37 7.50 .00 4.14 .013 .00 .00 PIPE
| | | | | | | | | | | | |
9411.665 741.975 7.000 748.975 425.00 11.04 1.89 750.87 .00 5.43 .00 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

74.558 .0103 .0041 .31 7.00 .00 4.14 .013 .00 .00 PIPE
| | | | | | | | | | | | |
9486.223 742.741 6.351 749.093 425.00 11.58 2.08 751.18 .00 5.43 4.06 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.913 .0103 .0039 .00 6.35 .68 4.14 .013 .00 .00 PIPE
| | | | | | | | | | | | |
9487.136 742.751 6.340 749.091 425.00 11.60 2.09 751.18 .00 5.43 4.09 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

HYDRAULIC JUMP
6273
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 13 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
9487.136 742.751 4.611 747.361 425.00 15.81 3.88 751.24 .00 5.43 6.64 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

5.289 .0103 .0074 .04 4.61 1.38 4.14 .013 .00 .00 PIPE
| | | | | | | | | | | | |
9492.425 742.805 4.625 747.431 425.00 15.75 3.85 751.28 .00 5.43 6.63 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

45.245 .0103 .0070 .32 4.63 1.38 4.14 .013 .00 .00 PIPE | | | | | | | | | | | | |
9537.670 743.270 4.826 748.096 425.00 15.02 3.50 751.60 .00 5.43 6.48 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0215 .0063 .03 4.83 1.27 .013 .00 .00 PIPE
| | | | | | | | | | | | |
9542.330 743.370 4.963 748.333 425.00 14.57 3.30 751.63 .00 5.43 6.36 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0057 .0066 1.22 4.96 1.20 .013 .00 .00 PIPE
| | | | | | | | | | | | |
9726.610 744.421 4.687 749.108 425.00 15.52 3.74 752.85 .00 5.43 6.59 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

78.378 .0058 .0074 .58 4.69 1.34 5.07 .013 .00 .00 PIPE | | | | | | | | | | | | |
9804.988 744.874 4.544 749.418 425.00 16.07 4.01 753.43 .00 5.43 6.68 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

88.304 .0058 .0083 .73 4.54 1.42 5.07 .013 .00 .00 PIPE | | | | | | | | | | | | |
9893.292 745.385 4.362 749.746 425.00 16.86 4.41 754.16 .00 5.43 6.78 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

76.235 .0058 .0093 .71 4.36 1.54 5.07 .013 .00 .00 PIPE | | | | | | | | | | | | |
9969.527 745.826 4.190 750.015 425.00 17.68 4.85 754.87 .00 5.43 6.86 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

68.143 .0058 .0105 .72 4.19 1.66 5.07 .013 .00 .00 PIPE | | | | | | | | | | | | |
10037.670 746.220 4.027 750.247 425.00 18.54 5.34 755.59 .00 5.43 6.92 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0215 .0100 .05 4.03 1.80 .013 .00 .00 PIPE
6274
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 14 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
10042.330 746.320 5.441 751.761 425.00 15.77 3.86 755.62 .00 5.44 3.49 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

29.342 .0029 .0092 .27 5.44 1.00 6.00 .013 .00 .00 PIPE | | | | | | | | | | | | |
10071.670 746.404 5.978 752.382 425.00 15.04 3.51 755.89 .00 5.44 .73 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

2.891 .0029 .0096 .03 5.98 .43 6.00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10074.560 746.412 6.000 752.412 425.00 15.03 3.51 755.92 .00 5.44 .00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

41.088 .0029 .0099 .41 6.00 .00 6.00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10115.650 746.530 6.296 752.826 425.00 15.03 3.51 756.33 .00 5.44 .00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .1000 .0098 .00 6.30 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10115.660 746.531 6.648 753.179 413.10 14.61 3.31 756.49 .00 5.39 .00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.340 .0029 .0095 .00 6.65 .00 6.00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10116.000 746.532 6.650 753.182 413.10 14.61 3.31 756.50 .00 5.39 .00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0030 .0095 .32 6.65 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10150.000 746.634 6.871 753.505 413.10 14.61 3.31 756.82 .00 5.39 .00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

2.580 .0023 .0095 .02 6.87 .00 6.00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10152.580 746.640 6.890 753.530 413.10 14.61 3.31 756.84 .00 5.39 .00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

79.080 .0030 .0095 .75 .00 .00 6.00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10231.660 746.880 7.559 754.439 413.10 14.61 3.31 757.75 .00 5.39 .00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
195.729 .0030 .0095 1.86 7.56 .00 6.00 .013 .00 .00 PIPE 6275
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 15 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
10427.390 747.470 8.831 756.301 413.10 14.61 3.31 759.62 .00 5.39 .00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0177 .0086 .07 8.83 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10435.000 747.605 9.926 757.531 373.61 13.21 2.71 760.24 .00 5.20 .00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0222 .0041 .04 9.93 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10446.050 747.850 12.313 760.163 79.90 2.83 .12 760.29 .00 2.39 .00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

18.070 .0177 .0004 .01 12.31 .00 1.53 .013 .00 .00 PIPE JUNCT STR .1063 .0004 .00 12.00 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10464.130 748.171 11.998 760.169 79.90 2.83 .12 760.29 .00 2.39 .00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

55.500 .0176 .0004 .02 12.00 .00 1.53 .013 .00 .00 PIPE | | | | | | | | | | | | |
10519.630 749.150 11.039 760.189 79.90 2.83 .12 760.31 .00 2.39 .00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0188 .0017 .03 11.04 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10538.790 749.510 10.283 759.793 79.90 6.36 .63 760.42 .00 2.71 .00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

17.950 .0173 .0031 .06 10.28 .00 1.82 .013 .00 .00 PIPE JUNCT STR .1000 .0031 .00 10.03 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10556.750 749.821 10.028 759.849 79.89 6.36 .63 760.48 .00 2.71 .00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
368.390 .0173 .0031 1.14 10.03 .00 1.82 .013 .00 .00 PIPE 6276
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 16 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
10925.140 756.190 4.798 760.988 79.89 6.36 .63 761.62 .00 2.71 .00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0219 .0031 .01 4.80 .00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
10928.800 756.270 4.730 761.000 79.89 6.36 .63 761.63 .00 2.71 .00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
140.345 .0083 .0031 .43 4.73 .00 2.26 .013 .00 .00 PIPE | | | | | | | | | | | | |
11069.140 757.434 4.000 761.434 79.89 6.36 .63 762.06 .00 2.71 .00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

56.729 .0083 .0029 .16 4.00 .00 2.26 .013 .00 .00 PIPE
| | | | | | | | | | | | |
11125.870 757.904 3.629 761.533 79.89 6.67 .69 762.22 .00 2.71 2.32 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

26.640 .0083 .0028 .07 3.63 .52 2.26 .013 .00 .00 PIPE
| | | | | | | | | | | | |
11152.510 758.125 3.414 761.539 79.89 6.99 .76 762.30 .00 2.71 2.83 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

19.347 .0083 .0030 .06 3.41 .61 2.26 .013 .00 .00 PIPE
| | | | | | | | | | | | |
11171.860 758.285 3.236 761.522 79.89 7.33 .84 762.36 .00 2.71 3.14 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.139 .0083 .0032 .00 3.24 .69 2.26 .013 .00 .00 PIPE
| | | | | | | | | | | | |
11173.000 758.295 3.225 761.520 79.89 7.36 .84 762.36 .00 2.71 3.16 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

HYDRAULIC JUMP
| | | | | | | | | | | | |
11173.000 758.295 2.258 760.553 79.89 10.92 1.85 762.41 .00 2.71 3.97 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

17.910 .0083 .0083 .15 2.26 1.42 2.26 .013 .00 .00 PIPE | | | | | | | | | | | | |
11190.910 758.443 2.258 760.701 79.89 10.92 1.85 762.55 .00 2.71 3.97 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
164.831 .0083 .0079 1.30 2.26 1.42 2.26 .013 .00 .00 PIPE 6277
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 17 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
11355.740 759.810 2.327 762.137 79.89 10.53 1.72 763.86 .00 2.71 3.95 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

52.149 .0082 .0071 .37 2.33 1.34 2.26 .013 .00 .00 PIPE | | | | | | | | | | | | |
11407.890 760.240 2.413 762.653 79.89 10.08 1.58 764.23 .00 2.71 3.91 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0215 .0058 .03 2.41 1.25 .013 .00 .00 PIPE
| | | | | | | | | | | | |
11412.550 760.340 2.707 763.047 79.89 8.83 1.21 764.26 .00 2.71 3.74 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0039 .0045 .09 2.71 1.00 .013 .00 .00 PIPE
| | | | | | | | | | | | |
11433.240 760.420 2.850 763.270 79.89 8.34 1.08 764.35 .00 2.71 3.62 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

16.760 .0036 .0041 .07 2.85 .90 3.05 .013 .00 .00 PIPE
| | | | | | | | | | | | |
11450.000 760.480 2.895 763.375 79.89 8.20 1.04 764.42 .00 2.71 3.58 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0038 .0035 .01 2.89 .88 .013 .00 .00 PIPE
| | | | | | | | | | | | |
11452.660 760.490 3.228 763.718 76.73 7.06 .77 764.49 .00 2.65 3.16 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

34.040 .0035 .0030 .10 3.23 .67 2.97 .013 .00 .00 PIPE
| | | | | | | | | | | | |
11486.700 760.610 3.193 763.803 76.73 7.14 .79 764.59 .02 2.65 3.21 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

40.000 .0040 .0031 .12 3.22 .69 2.82 .013 .00 .00 PIPE
| | | | | | | | | | | | |
11526.700 760.770 3.119 763.889 76.73 7.30 .83 764.72 .02 2.65 3.32 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

50.160 .0040 .0032 .16 3.14 .72 2.82 .013 .00 .00 PIPE
| | | | | | | | | | | | |
11576.860 760.970 3.036 764.006 76.73 7.50 .87 764.88 .00 2.65 3.42 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
103.610 .0040 .0035 .37 3.04 .76 2.82 .013 .00 .00 PIPE 6278
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 18 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
11680.470 761.385 2.900 764.284 76.73 7.86 .96 765.24 .00 2.65 3.57 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

98.186 .0040 .0038 .37 2.90 .84 2.82 .013 .00 .00 PIPE
| | | | | | | | | | | | |
11778.660 761.778 2.844 764.621 76.73 8.03 1.00 765.62 .00 2.65 3.63 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

HYDRAULIC JUMP
| | | | | | | | | | | | |
11778.660 761.778 2.468 764.245 76.73 9.43 1.38 765.63 .00 2.65 3.89 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

12.118 .0040 .0060 .07 2.47 1.15 2.82 .013 .00 .00 PIPE | | | | | | | | | | | | |
11790.770 761.826 2.407 764.234 76.73 9.71 1.46 765.70 .00 2.65 3.92 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

19.838 .0040 .0067 .13 2.41 1.20 2.82 .013 .00 .00 PIPE | | | | | | | | | | | | |
11810.610 761.906 2.314 764.220 76.73 10.19 1.61 765.83 .00 2.65 3.95 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

20.478 .0040 .0075 .15 2.31 1.30 2.82 .013 .00 .00 PIPE | | | | | | | | | | | | |
11831.090 761.988 2.225 764.213 76.73 10.68 1.77 765.98 .00 2.65 3.97 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

20.524 .0040 .0085 .18 2.23 1.40 2.82 .013 .00 .00 PIPE | | | | | | | | | | | | |
11851.610 762.070 2.142 764.211 76.73 11.20 1.95 766.16 .00 2.65 3.99 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

20.233 .0040 .0097 .20 2.14 1.51 2.82 .013 .00 .00 PIPE | | | | | | | | | | | | |
11871.850 762.151 2.062 764.212 76.73 11.75 2.14 766.36 .00 2.65 4.00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

19.792 .0040 .0110 .22 2.06 1.62 2.82 .013 .00 .00 PIPE | | | | | | | | | | | | |
11891.640 762.230 1.986 764.216 76.73 12.32 2.36 766.57 .00 2.65 4.00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0192 .0115 .05 1.99 1.74 .013 .00 .00 PIPE
6279
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 19 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
11895.800 762.310 2.002 764.312 76.73 12.20 2.31 766.62 .00 2.65 4.00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
276.379 .0114 .0114 3.14 2.00 1.71 2.00 .013 .00 .00 PIPE | | | | | | | | | | | | |
12172.180 765.454 2.002 767.456 76.73 12.20 2.31 769.77 .00 2.65 4.00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
202.711 .0114 .0118 2.38 2.00 1.71 2.00 .013 .00 .00 PIPE | | | | | | | | | | | | |
12374.890 767.760 1.963 769.723 76.73 12.50 2.43 772.15 .00 2.65 4.00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0191 .0120 .04 1.96 1.78 .013 .00 .00 PIPE
| | | | | | | | | | | | |
12378.550 767.830 1.976 769.806 76.73 12.40 2.39 772.19 .00 2.65 4.00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

42.729 .0119 .0119 .51 1.98 1.76 1.98 .013 .00 .00 PIPE | | | | | | | | | | | | |
12421.280 768.338 1.976 770.314 76.73 12.40 2.39 772.70 .00 2.65 4.00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
205.624 .0119 .0126 2.59 1.98 1.76 1.98 .013 .00 .00 PIPE | | | | | | | | | | | | |
12626.900 770.785 1.912 772.697 76.73 12.93 2.60 775.29 .00 2.65 4.00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

82.207 .0119 .0142 1.17 1.91 1.87 1.98 .013 .00 .00 PIPE | | | | | | | | | | | | |
12709.110 771.763 1.843 773.606 76.73 13.56 2.86 776.46 .00 2.65 3.99 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

51.433 .0119 .0162 .83 1.84 2.01 1.98 .013 .00 .00 PIPE | | | | | | | | | | | | |
12760.540 772.375 1.777 774.152 76.73 14.23 3.14 777.29 .00 2.65 3.98 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

38.622 .0119 .0184 .71 1.78 2.15 1.98 .013 .00 .00 PIPE | | | | | | | | | | | | |
12799.170 772.834 1.714 774.548 76.73 14.92 3.46 778.01 .00 2.65 3.96 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

31.521 .0119 .0209 .66 1.71 2.31 1.98 .013 .00 .00 PIPE 6280
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 20 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
12830.690 773.209 1.653 774.863 76.73 15.65 3.80 778.67 .00 2.65 3.94 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

26.952 .0119 .0239 .64 1.65 2.47 1.98 .013 .00 .00 PIPE | | | | | | | | | | | | |
12857.640 773.530 1.595 775.125 76.73 16.41 4.18 779.31 .00 2.65 3.92 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0215 .0255 .12 1.60 2.65 .013 .00 .00 PIPE
| | | | | | | | | | | | |
12862.300 773.630 1.592 775.222 76.73 16.45 4.20 779.43 .00 2.65 3.92 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

28.557 .0318 .0246 .70 1.59 2.66 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | |
12890.860 774.537 1.628 776.165 76.73 15.98 3.96 780.13 .00 2.65 3.93 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

31.314 .0318 .0222 .69 1.63 2.55 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | |
12922.170 775.532 1.687 777.219 76.73 15.23 3.60 780.82 .00 2.65 3.95 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

21.574 .0318 .0195 .42 1.69 2.38 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | |
12943.750 776.217 1.749 777.967 76.73 14.52 3.28 781.24 .00 2.65 3.97 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

15.886 .0318 .0171 .27 1.75 2.22 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | |
12959.630 776.722 1.814 778.536 76.73 13.85 2.98 781.51 .00 2.65 3.98 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

12.126 .0318 .0150 .18 1.81 2.07 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | |
12971.760 777.107 1.882 778.989 76.73 13.20 2.71 781.70 .00 2.65 3.99 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

9.443 .0318 .0132 .12 1.88 1.93 1.50 .013 .00 .00 PIPE
| | | | | | | | | | | | |
12981.200 777.407 1.953 779.360 76.73 12.59 2.46 781.82 .00 2.65 4.00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

7.420 .0318 .0116 .09 1.95 1.80 1.50 .013 .00 .00 PIPE
6281
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 21 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
12988.620 777.643 2.027 779.670 76.73 12.00 2.24 781.91 .00 2.65 4.00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

5.829 .0318 .0103 .06 2.03 1.67 1.50 .013 .00 .00 PIPE
| | | | | | | | | | | | |
12994.450 777.828 2.105 779.933 76.73 11.44 2.03 781.97 .00 2.65 3.99 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

4.523 .0318 .0090 .04 2.11 1.56 1.50 .013 .00 .00 PIPE
| | | | | | | | | | | | |
12998.970 777.972 2.187 780.159 76.73 10.91 1.85 782.01 .00 2.65 3.98 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

3.435 .0318 .0080 .03 2.19 1.45 1.50 .013 .00 .00 PIPE
| | | | | | | | | | | | |
13002.410 778.081 2.274 780.355 76.73 10.40 1.68 782.04 .00 2.65 3.96 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

2.493 .0318 .0070 .02 2.27 1.34 1.50 .013 .00 .00 PIPE
| | | | | | | | | | | | |
13004.900 778.160 2.365 780.525 76.73 9.92 1.53 782.05 .00 2.65 3.93 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

2.367 .0214 .0063 .01 2.36 1.25 1.67 .013 .00 .00 PIPE
| | | | | | | | | | | | |
13007.270 778.211 2.442 780.653 76.73 9.55 1.42 782.07 .00 2.65 3.90 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.743 .0214 .0057 .01 2.44 1.17 1.67 .013 .00 .00 PIPE
| | | | | | | | | | | | |
13009.010 778.248 2.543 780.791 76.73 9.10 1.29 782.08 .00 2.65 3.85 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.560 .0214 .0050 .00 2.54 1.08 1.67 .013 .00 .00 PIPE
| | | | | | | | | | | | |
13009.570 778.260 2.652 780.912 76.73 8.68 1.17 782.08 .04 2.65 3.78 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

6.266 .0030 .0045 .03 2.70 1.00 3.19 .013 .00 .00 PIPE
| | | | | | | | | | | | |
13015.840 778.279 2.767 781.046 76.73 8.27 1.06 782.11 .04 2.65 3.69 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

28.503 .0030 .0040 .11 2.81 .92 3.19 .013 .00 .00 PIPE
6282
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 22 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
13044.340 778.364 2.892 781.256 76.73 7.89 .97 782.22 .03 2.65 3.58 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

85.453 .0030 .0036 .30 2.93 .84 3.19 .013 .00 .00 PIPE
| | | | | | | | | | | | |
13129.790 778.620 3.027 781.648 76.73 7.52 .88 782.53 .03 2.65 3.43 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

53.229 .0030 .0033 .18 3.06 .77 3.19 .013 .00 .00 PIPE
| | | | | | | | | | | | |
13183.020 778.780 3.067 781.847 76.73 7.42 .86 782.70 .00 2.65 3.38 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
235.671 .0030 .0032 .75 3.07 .75 3.21 .013 .00 .00 PIPE | | | | | | | | | | | | |
13418.690 779.480 3.162 782.642 76.73 7.20 .81 783.45 .00 2.65 3.26 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0214 .0033 .02 3.16 .70 .013 .00 .00 PIPE
| | | | | | | | | | | | |
13423.360 779.580 2.969 782.549 76.73 7.67 .91 783.46 .00 2.65 3.50 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
180.772 .0030 .0033 .60 2.97 .80 3.19 .013 .00 .00 PIPE | | | | | | | | | | | | |
13604.130 780.124 3.112 783.236 76.73 7.32 .83 784.07 .00 2.65 3.33 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
274.467 .0030 .0031 .85 3.11 .73 3.19 .013 .00 .00 PIPE | | | | | | | | | | | | |
13878.600 780.950 3.166 784.116 76.73 7.19 .80 784.92 .00 2.65 3.25 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0214 .0033 .02 3.17 .70 .013 .00 .00 PIPE
| | | | | | | | | | | | |
13883.270 781.050 2.975 784.025 76.73 7.66 .91 784.94 .00 2.65 3.49 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
185.726 .0030 .0033 .62 2.97 .80 3.19 .013 .00 .00 PIPE | | | | | | | | | | | | |
14069.000 781.607 3.118 784.725 76.73 7.30 .83 785.55 .00 2.65 3.32 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
291.445 .0030 .0031 .90 3.12 .72 3.19 .013 .00 .00 PIPE 6283
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 23 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
14360.440 782.480 3.175 785.655 76.73 7.17 .80 786.45 .00 2.65 3.24 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0214 .0033 .02 3.23 .70 .013 .00 .00 PIPE
| | | | | | | | | | | | |
14365.110 782.580 2.986 785.566 76.73 7.63 .90 786.47 .03 2.65 3.48 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

20.520 .0029 .0034 .07 3.02 .79 3.24 .013 .00 .00 PIPE
| | | | | | | | | | | | |
14385.630 782.640 3.013 785.653 76.73 7.56 .89 786.54 .00 2.65 3.45 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

41.300 .0031 .0034 .14 3.01 .78 3.12 .013 .00 .00 PIPE
| | | | | | | | | | | | |
14426.930 782.770 3.036 785.806 76.73 7.50 .87 786.68 .03 2.65 3.42 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

20.530 .0029 .0033 .07 3.07 .76 3.24 .013 .00 .00 PIPE
| | | | | | | | | | | | |
14447.460 782.830 3.055 785.885 76.73 7.45 .86 786.75 .00 2.65 3.40 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
371.130 .0030 .0032 1.17 3.05 .75 3.20 .013 .00 .00 PIPE | | | | | | | | | | | | |
14818.590 783.940 3.183 787.123 76.73 7.16 .80 787.92 .06 2.65 3.23 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

20.870 .0029 .0030 .06 3.24 .69 3.26 .013 .00 .00 PIPE
| | | | | | | | | | | | |
14839.460 784.000 3.189 787.189 76.73 7.14 .79 787.98 .11 2.65 3.22 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
JUNCT STR .0167 .0031 .02 3.30 .69 .013 .00 .00 PIPE
| | | | | | | | | | | | |
14845.460 784.100 3.071 787.171 76.51 7.39 .85 788.02 .06 2.65 3.38 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

43.840 .0030 .0032 .14 3.14 .74 3.20 .013 .00 .00 PIPE
| | | | | | | | | | | | |
14889.300 784.230 3.095 787.325 76.51 7.33 .84 788.16 .00 2.65 3.35 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

28.601 .0031 .0032 .09 3.09 .73 3.11 .013 .00 .00 PIPE
6284
FILE: mcr35.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 24 Program Package Serial Number: 7247
WATER SURFACE PROFILE LISTING Date: 9- 7-2022 Time:11:56: 9 RHSP-MILLCREEK-A1 MILLCREEK MAIN LINE
100 YR PRELIMINARY HYDRAULICS w/ 35% DETENTION
09-06-2022
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
14917.900 784.320 3.097 787.417 76.51 7.33 .83 788.25 .00 2.65 3.34 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
6285
6286
131 Calle Iglesia, Suite 200, San Clemente, CA 92672 (949) 369-6141 www.lgcgeotechnical.com

September 20, 2022 Project No. 22149-01
Mr. Craig Cristina
Richland Communities
3161 Michelson Drive, Suite 425
Irvine, CA 92612
Mr. Tim Roberts
Brookfield Residential
3200 Park Center, Suite 1000
Costa Mesa, CA 92626
Subject: Consolidated Geotechnical Report to Support the Environmental Impact Report(EIR) for Rich‐Haven Specific Plan, City of Ontario, California In accordance with your request, LGC Geotechnical, Inc. has prepared a geotechnical report to support the Environmental Impact Report (EIR) for the Rich-Haven Specific Plan in the City of Ontario, California.

This report summarizes the results of our background review, previous subsurface explorations, and geotechnical analyses of the data collected, and presents our findings, conclusions, and preliminary recommendations for the proposed site.

If you should have any questions regarding this report, please do not hesitate to contact our office. We appreciate this opportunity to be of service.

Respectfully,
LGC Geotechnical, Inc.

Dennis Boratynec, GE 2770 Branden Petersen, EIT
Vice President Senior Staff Engineer
DJB/BPP/amm
Distribution: (1) Addressee (electronic copy)
6287
Project No. 22149‐01 Page 1 September 20, 2022

TABLE OF CONTENTS
Section Page

1.0 INTRODUCTION ......................................................................................................................................2

1.1 Purpose and Scope of Services ............................................................................................................... 2

1.2 Existing Site Conditions and Proposed Improvements ............................................................. 3

1.3 Previous Site Evaluation .......................................................................................................................... 4

2.0 GEOTECHNICAL CONDITIONS............................................................................................................6

2.1 Regional Geology ......................................................................................................................................... 6

2.2 Site Geology and Generalized Subsurface Conditions .................................................................. 6

2.3 Groundwater ................................................................................................................................................. 6

2.4 Field Infiltration Testing .......................................................................................................................... 7

2.5 Faulting and Seismic Hazards ................................................................................................................ 7

2.5.1 Liquefaction and Dynamic Settlement ................................................................................ 7

2.5.2 Lateral Spreading ......................................................................................................................... 8

2.6 Seismic Design Criteria ............................................................................................................................. 8

2.7 Near Surface Organic Rich Soils ......................................................................................................... 10

2.8 Corrosivity to Concrete and Metal ................................................................................................... 10

2.9 Expansion Potential ................................................................................................................................ 10

3.0 CONCLUSIONS........................................................................................................................................11

4.0 RECOMMENDATIONS ..........................................................................................................................12

4.1 Site Earthwork .......................................................................................................................................... 12

4.1.1 Site Preparation ......................................................................................................................... 13

4.1.2 Remedial Grading Depths ...................................................................................................... 13

4.2 Preliminary Foundation Recommendations ................................................................................. 13

5.0 LIMITATIONS.........................................................................................................................................14

LIST OF TABLES, ILLUSTRATIONS, & APPENDICES
Tables
Table 1 – Seismic Design Parameters (Page 9)
Figures
Figure 1 – Site Location Map (Page 5)
Figure 2 – Index Map of Subsurface Evaluations by LGC Geotechnical, Inc. 6288
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Appendices
Appendix A – References
Appendix B – Geotechnical Subsurface Evaluation Data – Hilardes (21077-01) Appendix C – Geotechnical Subsurface Evaluation Data – Vander Eyk (17074-01) Appendix D – Geotechnical Subsurface Evaluation Data - Colonial (16163-01and 20246-01) Appendix E – Geotechnical Subsurface Evaluation Data – Visser (20179-01) Appendix F – Geotechnical Subsurface Evaluation Data – Pietersma 20 (17114-01) Appendix G – Geotechnical Subsurface Evaluation Data - Regions North (16159-01) Appendix H – Geotechnical Subsurface Evaluation Data – Regions South (16158-01) Appendix I – Geotechnical Subsurface Evaluation Data – Mill Creek Business Center/Randall (20220-01) Appendix J – General Earthwork and Grading Specifications for Rough Grading

1.0 INTRODUCTION

1.1 Purpose and Scope of Services
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This compilation report presents the results of our previous geotechnical evaluations within the Rich-Haven Specific Plan area (see Site Location Map, Figure 1). The purpose of our work was to review previous reports and subsurface data in order to prepare a geotechnical report providing conclusions and preliminary recommendations to support the EIR. The geotechnical data from our previous subsurface geotechnical explorations can be found in Appendix B through Appendix I.

Our scope of services included:
 Review of pertinent readily available geotechnical information and geologic maps (Appendix A).
 Review previous subsurface investigations including excavation, sampling, and logging of 64 small-diameter hollow stem borings (Appendix B through Appendix I).  Review the previously pushed 41 Cone Penetration Test (CPT) soundings (Appendix B through Appendix I).
 Review previously performed infiltration testing within 11 of the hollow stem borings (Appendix B through Appendix I).
 Review the previous excavation of 86 geotechnical trenches (Appendix B through Appendix I).  Review the previous excavation of 151 shallow trenches to assess the organic content of near surface “soils” (Appendix B through Appendix I).
 Review previous laboratory testing of representative samples obtained during our previous subsurface investigations (Appendix B through Appendix I).  Geotechnical analysis and evaluation of the data obtained during these previous evaluations of the site.
 Preparation of this report presenting our findings, conclusions and preliminary recommendations with respect to the proposed site development.

Note that some of the data (Borings, CPT’s, Trenches, Lab Data, etc.) from Appendix F is not a part of the subject Specific Plan.

1.2 Existing Site Conditions and Proposed Improvements
The approximately 575-acre irregularly shaped site is bound to the west by Haven Avenue, to the north by East Riverside Drive, a school, and Southern California Edison (SCE) Substation, to the east by a school, an existing residential community, SCE substation, and Hamner Avenue and to the south by existing farms and a new residential development (Figure 1). Review of historic aerial photographs suggests the following:

As far back as 1938 the site was used for primarily agricultural farming and some livestock farming. Between the years 1959 and 1985 a larger percentage of the land had started to be used for livestock farming. By 2016, Ontario Ranch Road had been constructed and by 2018, some of the new residential developments had begun.

Based on the preliminary conceptual site plans, it is our understanding that site development will consist of construction of various residential, commercial, and industrial developments. Based on our experience, the proposed residential developments will be at-grade with relatively light building loads (column and wall loads assumed to be a maximum of approximately 30 kips and 3 kips per lineal foot, respectively). The proposed industrial buildings are anticipated to be an atgrade concrete tilt-up structure with estimated maximum column and wall loads of approximately 6290
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150 kips and 10 kips per linear foot, respectively.

The geotechnical engineer of record should be provided with updated project plans when they become available, in order to either confirm or modify the recommendations provided herein.

Additional field work and/or laboratory testing will be necessary for final engineering.

1.3 Previous Site Evaluations
LGC Geotechnical has previously performed eight separate geotechnical evaluations within the subject Specific Plan. These evaluations have been performed from 2016 through 2021. A separate geotechnical evaluation report has been prepared for each of eight properties within the Specific Plan (LGC, 2017a, 2017b, 2017c, 2018, 2019, 2020, 2021a, 2021b, and 2021c).

Within each appendix, the approximate locations of the previous subsurface work (borings, CPTs, test pits, etc.) are presented on our geotechnical map. The previous exploration logs, laboratory testing, etc. have been included in Appendix B through Appendix I.

6291
Site Location
FIGURE 1
Site Location Map
DATE September 2022
ENG. / GEOL.

PROJECT NO.

PROJECT NAME
SCALE
DJB
Not to Scale
Richland - Rich-Haven SPA
22149-01
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2.0 GEOTECHNICAL CONDITIONS

2.1 Regional Geology
The subject site is located south of the San Gabriel Mountains within the broad alluvial plain of the Santa Ana River Basin within the Peninsular Ranges Geomorphic Province. Specifically, the Specific Plan is located within the northern portion of the Perris Block, a geologic zone consisting of granitics overlain by sedimentary deposits that are bounded by active faults including the northwest-trending Whittier-Elsinore Fault Zone at the southwest and the northwest-trending San Jacinto Fault Zone at the northeast (USGS, 2002). The roughly rectangular Perris Block is transected by the southwest-trending Santa Ana River that passes several miles south of the subject site.

Regional geologic mapping and local topographic expressions do not indicate the presence of large-scale landslides within or adjacent to the Specific Plan.

2.2 Site Geology and Generalized Subsurface Conditions
Based on regional mapping (USGS, 2003), the subject site is underlain by Holocene- to Pleistoceneage eolian (wind-blown) sedimentary deposits. The materials below the eolian deposits are young alluvial fan deposits. As indicated in our field explorations, soils generally consisted of medium dense to dense sands with varying amounts of silt interbedded with thinner layers of stiff to very stiff fine-grained soils (i.e., silts and clays) to the maximum explored depth of approximately 50 feet below existing grade. Descriptions of the subsurface conditions are presented on the exploratory logs located in Appendix B through Appendix I.

Due to previous/current land use as farming, localized areas are underlain by near surface fill materials, topsoil, manure, etc. The lateral limits and depths (typically less than 5 feet) of these materials will be further evaluated during final engineering.

2.3 Groundwater
Groundwater was not encountered to the maximum explored depth of approximately 50 feet below existing grade. Groundwater levels recorded in the area by California Department of Water Resources are at depths greater than 120 feet below the ground surface (CDWR, 2018).

Note that localized perched groundwater was found at a depth of approximately 40 feet below existing grade in the southeastern portion of the site.

In general, groundwater levels fluctuate with the seasons and local zones of perched groundwater may be present within the near-surface deposits due to local seepage or during rainy seasons.

Groundwater conditions below the site may be variable, depending on numerous factors including seasonal rainfall, local irrigation and groundwater pumping, among others. 6293
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2.4 Field Infiltration Testing
Estimation of infiltration rates was performed in general accordance with guidelines set forth by the County of San Bernardino (2013). In general, a 3-inch diameter perforated PVC pipe was placed in each borehole to be tested and the annulus was backfilled with gravel, including placement of about 2 inches of gravel at the bottom of the borehole. The observed infiltration rates are considered representative of the site soils in the area of the proposed infiltration basins/systems. These observed infiltration rates do not include any factor of safety. Observed infiltration rates have been normalized to correct the 3-Dimensional flow that occurs within the field test to 1-Dimensional flow out of the bottom of the boring. The approximate infiltration test locations and the infiltration test data are located in Appendix B through Appendix I.

Eleven infiltration tests were run by LGC Geotechnical within the limits of the site. Infiltration tests were ran at depth of approximately 15 to 20 feet below existing grade. Infiltration rates ranged from approximately 0.6 inch/hr. to 7.0 inch/hr. for an average of approximately 2.6 inch/hr. These rates do not include a factor of safety.

It should be emphasized that infiltration test results are only representative of the location and depth where they are performed. Varying subsurface conditions may exist outside of the test locations which could alter the calculated infiltration rates indicated above. Infiltration tests are performed using relatively clean water free of particulates, silt, etc.

2.5 Faulting and Seismic Hazards
The subject Specific Plan is not located within a State of California Earthquake Fault Zone (i.e., Alquist-Priolo Earthquake Fault Act Zone) and no active faults are known to cross the site (CGS, 2007). A fault is considered “active” if evidence of surface rupture in Holocene time (the last approximately 11,000 years) is present. The possibility of damage due to ground rupture is considered low since no active faults are known to cross the site.

Secondary effects of seismic shaking resulting from large earthquakes on the major faults in the Southern California region, which may affect the site, include ground lurching and shallow ground rupture, soil liquefaction, and dynamic settlement. These secondary effects of seismic shaking are a possibility throughout the Southern California region and are dependent on the distance between the site and causative fault and the onsite geology. The closest major active faults that could produce these secondary effects include the Chino-Central, San Jose, Elsinore, Sierra Madre and San Andreas Faults, among others. A discussion of these secondary effects is provided in the following sections.

2.5.1 Liquefaction and Dynamic Settlement
Liquefaction is a seismic phenomenon in which loose, saturated, granular soils behave similarly to a fluid when subject to high-intensity ground shaking. Liquefaction occurs when three general conditions coexist: 1) shallow groundwater; 2) low density noncohesive (granular) soils; and 3) high-intensity ground motion. Studies indicate that loose, saturated, near-surface, cohesionless soils exhibit the highest liquefaction 6294
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potential, while dry, dense, cohesionless soils, and cohesive soils exhibit low to negligible liquefaction potential. In general, cohesive soils are not considered susceptible to liquefaction. Effects of liquefaction on level ground include settlement, sand boils, and bearing capacity failures below structures. Furthermore, dynamic settlement of dry sands can occur above the groundwater table as the sand particles tend to settle and densify as a result of a seismic event.

Based on our review of the City of Ontario General Plan (ECI, 2006), the subject site is located in an area of “low to moderate” liquefaction susceptibility based only on soil type (sediments being less than 10,000 years old and unconsolidated). Based on our evaluation and analysis, site soils are generally not susceptible to liquefaction due to a lack of groundwater in the upper 50 feet and liquefaction potential is considered low to very low.

2.5.2 Lateral Spreading
Lateral spreading is a type of liquefaction induced ground failure associated with the lateral displacement of surficial blocks of sediment resulting from liquefaction in a subsurface layer. Once liquefaction transforms the subsurface layer into a fluid mass, gravity plus the earthquake inertial forces may cause the mass to move downslope towards a free face (such as a river channel or an embankment). Lateral spreading may cause large horizontal displacements and such movement typically damages pipelines, utilities, bridges, and structures.

Due to the depth to groundwater, low potential for liquefaction and lack of nearby “free face” conditions, the potential for lateral spreading is considered very low.

2.6 Seismic Design Criteria
The site seismic characteristics were evaluated per the guidelines set forth in Chapter 16, Section 1613 of the 2019 California Building Code (CBC) and applicable portions of ASCE 7-16 which has been adopted by the CBC. Please note that the following seismic parameters are only applicable for code-based acceleration response spectra and are not applicable for where site-specific ground motion procedures are required by ASCE 7-16. The following coordinates are from the northwest portion of the Specific Plan as this yields the most conservative seismic analysis.

Representative site coordinates of latitude 34.018410 degrees north and longitude -117.575156 degrees west were utilized in our analyses. For each individual developments, the seismic analysis can be updated based on the proposed improvements, their location, and current building code. The maximum considered earthquake (MCE) spectral response accelerations (SMS and SM1) and adjusted design spectral response acceleration parameters (SDS and SD1) for Site Class D are provided in Table 1 on the following page. Since site soils are Site Class D, additional adjustments are required to code acceleration response spectrums as outlined below and provided in ASCE 7-16. The structural designer should contact the geotechnical consultant if structural conditions (e.g., number of stories, seismically isolated structures, etc.) require sitespecific ground motions. 6295
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TABLE 1
Seismic Design Parameters
Selected Parameters from 2019 CBC,
Section 1613 ‐ Earthquake Loads
Seismic
Design
Values
Notes/Exceptions
Distance to applicable faults classifies the site as a
“Near-Fault” site. Section 11.4.1 of ASCE 7
Site Class D* Chapter 20 of ASCE 7
Ss (Risk-Targeted Spectral Acceleration
for Short Periods) 1.612g From SEAOC, 2022
S1 (Risk-Targeted Spectral
Accelerations for 1-Second Periods) 0.585g From SEAOC, 2022 Fa (per Table 1613.2.3(1)) 1.000
For Simplified Design Procedure
of Section 12.14 of ASCE 7, Fa
shall be taken as 1.4 (Section

12.14.8.1)
Fv (per Table 1613.2.3(2)) 1.715
Value is only applicable per
requirements/exceptions per
Section 11.4.8 of ASCE 7
SMS for Site Class D
[Note: SMS = FaSS] 1.612g -
SM1 for Site Class D
[Note: SM1 = FvS1] 1.003g
Value is only applicable per
requirements/exceptions per
Section 11.4.8 of ASCE 7
SDS for Site Class D
[Note: SDS = (2/3)SMS] 1.075g -
SD1 for Site Class D
[Note: SD1 = (2/3)SM1] 0.669g
Value is only applicable per
requirements/exceptions per
Section 11.4.8 of ASCE 7
CRS (Mapped Risk Coefficient at 0.2 sec) 0.940 ASCE 7 Chapter 22 CR1 (Mapped Risk Coefficient at 1 sec) 0.917 ASCE 7 Chapter 22 *Since site soils are Site Class D and S1 is greater than or equal to 0.2, the seismic response coefficient Cs is determined by Eq. 12.8-2 for values of T ≤ 1.5Ts and taken equal to 1.5 times the value calculated in accordance with either Eq. 12.8-3 for TL ≥ T > Ts, or Eq. 12.8-4 for T > TL. Refer to ASCE 7-16.

A deaggregation of the PGA based on a 2,475-year average return period (MCE) indicates that an earthquake magnitude of 6.75 at a distance of approximately 13.5 km from the site would contribute the most to this ground motion (USGS, 2014).

Section 1803.5.12 of the 2019 CBC (per Section 11.8.3 of ASCE 7) states that the maximum considered earthquake geometric mean (MCEG) Peak Ground Acceleration (PGA) should be used for liquefaction potential. The PGAM for the site is equal to 0.739g (SEAOC, 2022). 6296
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2.7 Near Surface Organic Rich Soils
Based on previous/current land use near surface organic materials (topsoil, manure, etc.) are present throughout. These lateral extent and depth of these materials will be further evaluated during final engineering, including recommendations for offsite export.

2.8 Corrosivity to Concrete and Metal
Based on laboratory sulfate test results, the near surface soils are designated to a class “S0” per ACI 318, Table 19.3.1.1 with respect to sulfates. Concrete in direct contact with the onsite soils can be designed according to ACI 318, Table 19.3.2.1 using the “S0” sulfate classification.

Laboratory testing will need to be performed at the completion of grading by the project corrosion engineer to further evaluate the as-graded soil corrosivity characteristics. Accordingly, revision of the corrosion potential may be needed, should future test results differ substantially from the conditions reported herein. The client and/or other members of the development team should consider this during the design and planning phase of the project and formulate an appropriate course of action.

2.9 Expansion Potential
Based on the results of previous laboratory testing by others and our recent laboratory testing, site soils are anticipated to have a “Very Low” expansion potential (EI of 20 or less per ASTM D4829). Final expansion potential of site soils should be determined at the completion of grading. Results of expansion testing at finish grades will be utilized to confirm final foundation design recommendations.
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3.0 CONCLUSIONS
Based on the results of our previous subsurface geotechnical evaluations, it is our opinion that the proposed Specific Plan is feasible from a geotechnical standpoint, provided that the recommendations contained in the following sections are incorporated during site grading and development. A summary of our geotechnical conclusions are as follows:
 The near-surface loose and compressible soils are not suitable for the planned improvements in their present condition and will require remedial grading in order to provide adequate support for the proposed improvements.
 Groundwater was not encountered in our field evaluation. Records indicate groundwater levels recorded in the area are at depths greater than 120 feet below the ground surface.  The subject study area is not located within a mapped State of California Earthquake Fault Zone (i.e., Alquist-Priolo Earthquake Fault Act Zone), and based upon our review of published geologic mapping, no known active or potentially active faults are known to exist within or in the immediate vicinity of the site. Therefore, the potential for ground rupture as a result of faulting is considered very low.
 The main seismic hazard that may affect the site is ground shaking from one of the active regional faults. The subject site will likely experience strong seismic ground shaking during its design life.  Site soils are generally not susceptible to liquefaction due to a lack of groundwater in the upper 50 feet.
 Based on the results of preliminary laboratory testing, site soils are anticipated to have “Very Low” expansion potential. This will be confirmed during final engineering.  Based on laboratory sulfate test results, the near surface soils are designated to a class “S0” per ACI 318, Table 19.3.1.1 with respect to sulfates.). Concrete in direct contact with the onsite soils can be designed according to ACI 318, Table 19.3.2.1 using the “S0” sulfate classification.  Field testing resulted in observed infiltration rates ranging from 0.6 to 7.0 inches per hour for an average of approximately 2.6 inches per hour. The observed infiltration rates do not include a factor of safety.
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4.0 RECOMMENDATIONS
The following recommendations are to be considered preliminary and should be confirmed upon completion of final engineering studies and ultimately after grading/earthwork operations. In addition, they should be considered minimal from a geotechnical viewpoint, as there may be more restrictive requirements from the architect, structural engineer, building codes, governing agencies, or the owner.

It should be noted that the following geotechnical recommendations are intended to provide sufficient information to develop the site in general accordance with the 2019 CBC requirements. With regard to the possible occurrence of potentially catastrophic geotechnical hazards such as fault rupture, earthquake-induced landslides, liquefaction, etc. the following geotechnical recommendations should provide adequate protection for the proposed development to the extent required to reduce seismic risk to an “acceptable level.” The “acceptable level” of risk is defined by the California Code of Regulations as “that level that provides reasonable protection of the public safety, though it does not necessarily ensure continued structural integrity and functionality of the project” [Section 3721(a)]. Therefore, repair and remedial work of the proposed improvement may be required after a significant seismic event. With regards to the potential for less significant geologic hazards to the proposed development, the recommendations contained herein are intended as a reasonable protection against the potential damaging effects of geotechnical phenomena such as expansive soils, fill settlement, groundwater seepage, etc. It should be understood, however, that our recommendations are intended to maintain the structural integrity of the proposed development and structures given the site geotechnical conditions but cannot preclude the potential for some cosmetic distress or nuisance issues to develop as a result of the site geotechnical conditions.

The geotechnical recommendations contained herein must be confirmed to be suitable or modified based on the actual as-graded conditions.

4.1 Site Earthwork
Rough grading shall include export of high organic content soils, remedial earthwork grading including mixing and blending followed by placement of engineered compacted fill to design grades. Geotechnical recommendations for precise grading and construction of the proposed new improvements will be provided, as necessary.

We recommend that earthwork onsite be performed in accordance with the following recommendations, future grading plan review report(s), the 2019 CBC/City of Ontario requirements, and the General Earthwork and Grading Specifications for Rough Grading included in Appendix J. In case of conflict, the following recommendations shall supersede those included in Appendix J. The following recommendations may be revised based on future subsurface work, geotechnical analysis, grading plan review reports, or based on the actual conditions encountered during site grading.
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4.1.1 Site Preparation
Prior to grading, areas to be developed should undergo the stripping and clearing of vegetation, high organic content soil removal/export and clearing of surface obstructions, pavements, foundation and slab elements from previous land use. Vegetation, debris, and excessive organic material should be removed and properly disposed of offsite.

Recommendations for removal of organic rich soils are provided at final engineering. Holes resulting from removals of buried obstructions, which extend below proposed remedial and/or finish grades, should be replaced with suitable compacted fill material.

If cesspools or septic systems are encountered, they should be removed in their entirety.

The resulting excavation should be backfilled with properly compacted fill soils. As an alternative, cesspools can be backfilled with lean sand-cement slurry. Any encountered wells should be properly abandoned in accordance with regulatory requirements.

4.1.2 Remedial Grading Depths
In order to provide a relatively uniform bearing condition for the planned improvements, we recommend the near surface soils be temporarily removed and recompacted as fill.

Based on our experience the depth of remedial grading averages approximately 5 feet below existing grade. Local conditions may be encountered during excavation that could require additional remedial grading beyond the above-noted minimum in order to obtain an acceptable subgrade. Material to be placed as fill should be brought to near-optimum moisture content (generally within optimum and 2 percent above optimum moisture content) and recompacted to at least 90 percent relative compaction (per ASTM D1557).

The actual depths and lateral extents of grading will be determined by the geotechnical consultant, based on subsurface conditions encountered during grading. Removal areas and areas to be over-excavated should be accurately staked in the field by the Project Surveyor.

4.2 Preliminary Foundation Recommendations (Residential, Industrial, and Commercial) The proposed structure(s) may be supported on a shallow foundation consisting of spread or continuous footings and conventional slabs, provided earthwork is performed in accordance with the recommendations presented in this report. Since the site soils are anticipated to be “Very Low” expansion potential (EI of 20 or less per ASTM D4829), special design considerations from a geotechnical perspective are not anticipated, however, this must be verified based on as-graded conditions. Footings should be supported on properly compacted fill. 6300
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5.0 LIMITATIONS
Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report.

This report is based on data obtained from limited observations of the site, which have been extrapolated to characterize the site. While the scope of services performed is considered suitable to adequately characterize the site geotechnical conditions relative to the proposed development, no practical evaluation can completely eliminate uncertainty regarding the anticipated geotechnical conditions in connection with a subject site. Variations may exist and conditions not observed or described in this report may be encountered during grading and construction.

This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative, to ensure that the information and recommendations contained herein are brought to the attention of the other consultants (at a minimum the civil engineer, structural engineer, landscape architect) and incorporated into their plans. The contractor should properly implement the recommendations during construction and notify the owner if they consider any of the recommendations presented herein to be unsafe, or unsuitable.

The findings of this report are valid as of the present date. However, changes in the conditions of a site can and do occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. The findings, conclusions, and recommendations presented in this report can be relied upon only if LGC Geotechnical has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. This report is intended exclusively for use by the client, any use of or reliance on this report by a third party shall be at such party’s sole risk.

In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and modification.

6301
Appendix B
Hilardes (21077-01)
Appendix C
Vander Eyk (17074-01)
Appendix D
Colonial (16163-01)
and (20246-01)
Appendix E
Visser (20179-01)
Appendix F
Pietersma 20 (17114-01)
Appendix G
Regions North (16159-01)
Appendix H
Regions South (16158-01)
Appendix I
MCBC/Randall
(20022-01)
Area Includes Data from
Both Appendix C and Appendix I
FIGURE 2
Index Map of Subsurface Evaluations
by LGC Geotechnical, Inc.

ENG. / GEOL.

PROJECT NO.

PROJECT NAME
SCALE
DATE
Not to Scale
September 2022
Richland - Rich-Haven SPA
DJB
22149-01 LGC Geotechnical, Inc.
131 Calle Iglesia, Ste. 200
San Clemente, CA 92672
TEL (949) 369-6141 FAX (949) 369-6142
6302
Appendix A
References

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APPENDIX A
References
American Concrete Institute (ACI), 2013, Guide for the Design and Construction of Concrete Parking Lots (ACI 330R-08), fifteenth printing, November 2013. ________, 2014, Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14).

American Society of Civil Engineers (ASCE), 2017, Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-16, 2017.
___, 2018, Standard 7-16, Minimum Design Loads for Buildings and Associated Criteria for Buildings and Other Structures, Supplement 1, effective: December 12, 2018.

ASTM International, Annual Book of ASTM Standards, Volume 04.08.

California Building Standards Commission, 2019, California Building Code, California Code of Regulations Title 24, Volumes 1 and 2, dated July 2019.

California Department of Conservation, Division of Mines and Geology, 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, CDMG Special Publication 117. , 2000, Digital Images of Official Maps of Alquist-Priolo Earthquake Fault Zones of California, Southern Region, CDMG CD 2000-03.

California Department of Transportation (Caltrans), 2008, Highway Design Manual, Chapter 630, dated July 2008.
, 2021, Corrosion Guidelines, Version 3.2, dated May 2021.

California Department of Water Resources, 2018, Historic Data Map Interface, Website Address:
http://wdl.water.ca.gov
, 2009, The Ontario Plan, Environmental Impact Report, website address:
http://www.ontarioplan.org/environmental-impact-report/ California Geological Survey, 2007, Fault-Rupture Hazard Zones in California, Special Publication 42, Interim Revision 2007.

County of San Bernardino, 2013, Technical Guidance Document for Water Quality Management Plans, Infiltration Guidelines, dated June 21, 2013.

Earth Consultants International (ECI), 2006, Technical Background Report to the Safety Element, City of Ontario, California, dated October 11, 2006.
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LGC Geotechnical, Inc., 2017a, Geotechnical Evaluation for the Development of the Proposed 45- Acre “Regions North” Residential Community, City of Ontario, California, Project No. 16159-01, dated April 7, 2017.
_________, 2017b, Geotechnical Evaluation for the Development of the Proposed Approximately 35- Acre “Regions South” Residential Community, Tract 18922-4, City of Ontario, California, Project No. 16158-01, dated June 22, 2017.
_________, 2017c, Preliminary Geotechnical Evaluation Including Near Surface Organic Content for the Proposed Approximately 80-Acre “VanderEyk” Residential Development, City of Ontario, California, Project No. 17074-01, dated August 31, 2017. _________, 2018, Preliminary Geotechnical Evaluation Including Near Surface Organic Content for the Proposed Approximately 100-Acre “Esperanza & Pietersma” Residential Development, City of Ontario, California, Project No. 17114-01, dated March 16, 2018. _________, 2019, Preliminary Geotechnical Evaluation Including Near Surface Organic Content for the Proposed “Colonial” Residential Development, Tract No. 18925, City of Ontario, California, Project No. 16163-01, dated August 15, 2019. _________, 2020, Preliminary Geotechnical Evaluation Including Near Surface Organic Content for Proposed “Visser” Industrial and Commercial Development, Ontario Ranch Road, City of Ontario, California, Project No. 20179-01, dated December 1, 2020. _________, 2021a, Preliminary Geotechnical Evaluation Including Near Surface Organic Content for the Proposed Mill Creek Business Center Industrial and Commercial Development, Ontario Ranch Road, City of Ontario, California, Project No. 20220-01, dated June 10, 2021. _________, 2021b, Preliminary Geotechnical Evaluation Including Near Surface Organic Content for the Proposed Mill Creek Business Center North Industrial and Commercial Development, Ontario Ranch Road, City of Ontario, Project No. 20246-01, dated August 10, 2021. _________, 2021c, Preliminary Geotechnical Evaluation Including Near Surface Organic Content for the Proposed Rich Haven PA-1, Tentative Tract Map 20256, City of Ontario, California, Project No. 21077-01, dated December 30, 2021.

Pradel, Daniel, 1998, Procedure to evaluate earthquake-induced settlement in dry sandy soils, Journal of Geotechnical and Geoenvironmental Engineering, Volume 124(4), pp. 364-368, dated April and October 1998.

Southern California Earthquake Center (SCEC), 1999, “Recommended Procedure for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigation Liquefaction Hazards in California”, Edited by Martin, G.R., and Lew, M., dated March 1999.

Structural Engineers Association of California (SEAOC), 2022, Seismic Design Maps, Retrieved September 12, 2022, from https://seismicmaps.org/
United States Geological Survey (USGS), 2002, Geologic Map of the Corona North 7.5 Minute 6305
Project No. 22149‐01 A‐3 September 20, 2022
Quadrangle, Southern California, Version 1.0, Open File Report 02-22, Prepared in Cooperation with the California Geological Survey; Compiled by D.M. Morton and C.H. Gray, Jr.
________, 2003, Preliminary Geologic Map of the Santa Ana 30 x 60 Quadrangle, Southern California, Version 2.0, Compiled by Douglas M. Morton, 2004, Open File Report 99-172, Sheet 1 of 2. ___, 2014, Unified Hazard Tool, Dynamic: Conterminous U.S. 2014 (update) (v4.2.0), Retrieved September 12, 2022, from https://earthquake.usgs.gov/hazards/interactive/ 6306
Appendix B
Geotechnical Subsurface Evaluation Data –
Hilardes (21077‐01)

6307

GAS LINE
LEGEND
Approximate Location of
Geotechnical Test Pits by LGC
Geotechnical, with Total Depth in
Feet (TP-8 Was canceled due to
access issues)
Approximate Location of Organic
Test Pits by LGC Geotechnical,
with Total Depth in Feet
Approximate Location of Hand
Excavated Organic Test Pits by
LGC
Approximate Location of
Hollow-Stem Borings by LGC
Geotechnical, with Total Depth in
Feet
Quaternary Young Eolian
Deposits (Circled Where Buried)
Undocumented Artificial Fill
Approximate Limits of This
Report
Approximate Limits of Above
Ground Organic Rich Stockpile
Approximate Organic Export
Depth, in Feet
Approximate Organic Export
Depth Below Stockpile, in Feet
TP-10
OTP-1 OTP-3 OTP-7 OTP-8 OTP-12
OTP-13
OPT-2 OTP-4
OTP-5
OTP-9 OTP-10 OTP-11
TP-4 TP-7
TP-9
TP-3
TP-2 TP-6
HS-2
T.D. = 50'
HS-3
T.D. = 25'
HS-4
T.D. = 25'
HS-5
T.D. = 25'
HS-6
T.D. = 25'
HS-9
T.D. = 25'
TP-1 TP-10
HS-7
T.D. = 25'
HS-8
T.D. = 25'
OTP-6
TP-5
T.D. = 10.0 ft
Qye
afu
HS-10
T.D. = 25'
OTP-13
T.D. = 3.5 ft
T.D. = 3.0 ft
T.D. = 3.0 ft
T.D. = 10.0 ft
T.D. = 10.0 ft
T.D. = 3.0 ft
T.D. = 3.0 ft
T.D. = 10.0 ft
T.D. = 10.0 ft
T.D. = 3.0 ft
T.D. = 10.0 ft
T.D. = 3.5 ft
T.D. = 3.0 ft
T.D. = 3.0 ft
T.D. = 10.0 ft
T.D. = 3.0 ft
T.D. = 10.0 ft
T.D. = 3.0 ft
T.D. = 3.0 ft
T.D. = 10.0 ft
T.D. = 3.5 ft
T.D. = 10.0 ft
T.D. = 3.0 ft
HS-1
T.D. = 50'
Qye
afu
Qye
afu afu Qye
1 1
1 1
2 1
1 1
1 1
1 1
1 1
2 0
1 Organic rich stockpiles (extend above adjacent ground surface) to be exported plus an additional depth of
export below stockpiles shown in blue
MP-3
T.D. = 1 ft MP-2
T.D. = 1 ft MP-1
T.D. = 1 ft
MP-4
T.D. = 1.3 ft
MP-5
T.D. = 1.3 ft
MP-6
T.D. = 1.3 ft
MP-7
T.D. = 1 ft
MP-8
T.D. = 1.25 ft
MP-9
T.D. = 1.5 ft
MP-10
T.D. = 1.08 ft
MP-11
T.D. = 1.08 ft
MP-12
T.D. = 1.3 ft
TP-1B
T.D. = 10.0 ft TP-2B
T.D. = 10.0 ft
TP-3B
T.D. = 10.0 ft
TP-5B
T.D. = 10.0 ft
TP-4B
T.D. = 10.0 ft
TP-6B
T.D. = 9.0 ft
TP-7B
T.D. = 10.0 ft HS-10
T.D. = 25'
MP-12
T.D. = 1.3 ft
1 1
2 1
1 1
1 1
afu
"Dairy Water Reservoir"
Area Filled with Waste Water to Unknown Depth
+/-15 +/-15
FIGURE 2
Geotechnical Map ENG. / GEOL.

PROJECT NO.

PROJECT NAME
SCALE
DATE
1" = 300'
December 2021
Richland - Hilarides
DJB
21077-01 LGC Geotechnical, Inc.
131 Calle Iglesia, Ste. 200
San Clemente, CA 92672
TEL (949) 369-6141 FAX (949) 369-6142
6308
Project No. 21077‐01 C‐1 December 2021

APPENDIX C
Laboratory Testing Procedures and Test Results
The laboratory testing program was formulated towards providing data relating to the relevant engineering properties of the soils with respect to residential construction. Samples considered representative of site conditions were tested in general accordance with American Society for Testing and Materials (ASTM) procedure and/or California Test Methods (CTM), where applicable.

The following summary is a brief outline of the test type and a table summarizing the test results.

Moisture and Density Determination Tests: Moisture content (ASTM D2216) and dry density determinations (ASTM D2937) were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from undisturbed or disturbed samples.

Expansion Index: The expansion potential of selected samples was evaluated by the Expansion Index Test, Standard ASTM D4829. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch-thick by 4-inch-diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below.

Sample
Location
Expansion
Index
Expansion
Potential*
HS-1 @ 1-5 feet 2 Very Low
HS-6 @2.5-7.5 feet 25 Low
* ASTM D4829
Grain Size Distribution/Fines Content: Representative samples were dried, weighed and soaked in water until individual soil particles were separated (per ASTM D421) and then washed on a No. 200 sieve (ASTM D1140). Where applicable, the portion retained on the No. 200 sieve and dried and then sieved on a U.S. Standard brass sieve set in accordance with ASTM D6913 (sieve). 6309
APPENDIX C (Cont’d)
Laboratory Testing Procedures and Test Results
Project No. 21077‐01 C‐2 December 2021
Sample
Location
Description % Passing #
200 Sieve
HS-1 @ 5 feet Sandy Silt 77
HS-2 @ 5 feet Silty Sand 32
HS-3 @ 5 feet Silty Sand 31
HS-4 @ 5 feet Silty Sand 31
HS-5 @ 5 feet Silty Sand 57
HS-1 @ 1-5 feet Silty Sand with Gravel 29
HS-2 @ 1-5 feet Clay 88
HS-6 @ 2.5-7.5 feet Silty Sand 19
Consolidation: Two consolidation test were performed per ASTM D2435. A sample (2.4 inches in diameter and 1 inch in height) was placed in a consolidometer and increasing loads were applied.

The sample was allowed to consolidate under “double drainage” and total deformation for each loading step was recorded. The percent consolidation for each load step was recorded as the ratio of the amount of vertical compression to the original sample height. The consolidation pressure curve is provided in this Appendix.

Maximum Density Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM D1557. The results of these tests are presented in the table below:

Sample
Location Sample Description
Maximum
Dry Density
(pcf)
Optimum
Moisture
Content (%)
*HS-1 @ 1-5 feet Olive Silty Sand with Gravel 129.5 7.5 HS-2 @ 1-5 feet Yellowish Brown Clay 114.0 13.5
HS-6 @ 2.5-7.5 feet Olive Brown Silty Sand 114.0 14.0
OTP-10 @ 1-3 feet Dark Brown Sand with Silt 109.0 14.0
TP-1 @ 5-8 feet Grayish Brown Sand 101.5 9.0
*Note: These max dry density results are based on a rock correction with approximately 23% retained on the No. 4 sieve.
6310
APPENDIX C (Cont’d)
Laboratory Testing Procedures and Test Results
Project No. 21077‐01 C‐3 December 2021
Chloride Content: Chloride content was tested in accordance with Caltrans Test Method (CTM) 422. The results are presented below.

Sample Location Chloride Content, ppm
HS-1 @ 1-5 feet 100
Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods (CTM 417). The soluble sulfate content is used to determine the appropriate cement type and maximum water-cement ratios. The test results are presented in the table below.

Sample
Location
Sulfate Content
(ppm)
Sulfate Exposure
Class *
HS-1 @ 1-5 feet 128 S0
*Based on ACI 318R-14, Table 19.3.1.1
Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with CTM 643 and standard geochemical methods. The results are presented in the table below.

Sample
Location pH Minimum Resistivity
(ohms‐cm)
HS-1 @ 1-5 feet 7.85 1,280
Organic Matter Content of Soils: Organic matter content tests were performed in general accordance with ASTM D 2974 (Test Methods A & C). The results are presented in the Table 6. 6311
Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics 0‐16.0 0‐1 11.9 0‐16.3 0‐110.3
1‐20.8 1‐20.7 1‐20.7 1‐21.3
2‐30.5 2‐30.3 2‐33.7 2‐30.4
Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics 0‐1 10.5 0‐1 54.7 0‐1 64.4 0‐141.4
2‐30.1 1‐2 21.8 1‐28.4 1‐25.9
3‐40.3 2‐35.5 2‐32.4 2‐33.9
Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics 0‐1 42.7 0‐17.6 0‐17.2 0‐111.0
1‐26.3 1‐21.6 1‐23.1 1‐23.9
2‐33.4 2‐30.6 2‐30.6 2‐31.7
Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics 0‐17.5 0‐18.2 0‐1 12.9 0‐11.0
1‐21.5 1‐21.7 1‐22.0 1‐21.1
2‐30.4 2‐30.6 2‐30.7 2‐30.8
Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics 0‐1 51.5 0‐18.9 0‐1 57.5 0‐115.9
1‐25.7 1‐20.9 1‐28.0 1‐20.7
2‐31.9 2‐30.8 2‐30.4 2‐30.3
Depth (ft) % Organics Depth (ft) % Organics Depth (ft)* % Organics Depth (ft)* % Organics 0‐1 53.1 0‐11.2 8‐74.0 6‐53.7
1‐24.0 1‐22.1 5‐4 30.2
2‐31.4 2‐30.4
Depth (ft)* % Organics Depth (ft)* % Organics Depth (ft) % Organics Depth (ft) % Organics 6‐51.1 6‐50.5 0‐0.5 5.6 0‐0.75 21.0
3‐20.6
Legend
Depth (ft) % Organics > 5% Recommended for Offsite Removal 0‐0.5 42.5 2 to 5% Recommended for Mixing/Blending with "Clean" Soils < 2% "Clean" Soils
Note: * Indicates Depth from top of stockpile, where 0' is existing ground surface Date
Project Name
Project Number
ENG./GEOL.

Dec-21
DJB
21077-01
Richland - Hilardes
MP‐1
TP‐1 TP‐2
TP‐5 TP‐6
TP‐10 OTP‐1
OTP‐4OTP‐5
TP‐1B
TP‐3
TP‐7
OTP‐2
OTP‐6
OTP‐10
Table 6
Summary of Measured
Organic Content vs Depth of
Sample
TP‐3B
MP‐3
OTP‐8
OTP‐12
OTP‐9
OTP‐13
TP‐7B
TP‐2B
MP‐2
TP‐4
TP‐9
OTP‐3
OTP‐7
OTP‐11
6312
Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics 0‐0.25 40.6 0‐0.5 2.2 0.5 1.2 0‐0.5 2.4

0.3‐11.1
Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics Depth (ft) % Organics 0‐0.5 1.0 0‐0.5 0.2 0‐0.5 57.6 0‐0.25 60.0

1.1‐1.5 13.7
Depth (ft) % Organics
0‐0.5 46.9
Legend
> 5% Recommended for Offsite Removal
2 to 5% Recommended for Mixing/Blending with "Clean" Soils < 2% "Clean" Soils
MP‐4 MP‐5 MP‐6 MP‐7
MP‐8MP‐9MP‐10 MP‐11
MP‐12
ENG./GEOL. DJB
Date Dec-21
Table 6
Summary of Measured
Organic Content vs Depth of
Sample
Project Name Richland - Hilardes
Project Number 21077-01
6313
Project Name: Tested By: G. Bathala Date: 08/23/21
Project No.: Checked By: J. Ward Date: 09/08/21
Boring No.: Depth (ft.):

Sample No.: Sample Type:

Soil Identification:

Sample Diameter (in.): 2.415
Sample Thickness (in.): 1.000
Weight of Sample + ring (g): 173.58
Weight of Ring (g): 45.42
Height after consol. (in.): 0.9586
Before Test
Wt. of Wet Sample+Cont. (g): 186.95
Wt. of Dry Sample+Cont. (g): 176.92
Weight of Container (g): 61.70
Initial Moisture Content (%) 8.7
Initial Dry Density (pcf) 98.1
Initial Saturation (%): 33
Initial Vertical Reading (in.) 0.1026
After Test
Wt. of Wet Sample+Cont. (g): 241.79
Wt. of Dry Sample+Cont. (g): 216.56
Weight of Container (g): 52.57
Final Moisture Content (%) 21.28
Final Dry Density (pcf): 102.9
Final Saturation (%): 90
Final Vertical Reading (in.) 0.1466
Specific Gravity (assumed): 2.70
Water Density (pcf): 62.43

0.10 0.1028 0.9998 0.00 0.02 0.719 0.02

0.25 0.1045 0.9981 0.05 0.19 0.717 0.14

0.50 0.1067 0.9959 0.11 0.41 0.714 0.30

1.00 0.1087 0.9939 0.18 0.61 0.712 0.43

1.00 0.1108 0.9918 0.18 0.82 0.708 0.64

2.00 0.1158 0.9868 0.28 1.32 0.701 1.04

4.00 0.1239 0.9787 0.38 2.13 0.689 1.75

8.00 0.1369 0.9657 0.51 3.43 0.669 2.92

16.00 0.1571 0.9455 0.65 5.45 0.637 4.80

8.00 0.1553 0.9473 0.57 5.27 0.638 4.70

4.00 0.1533 0.9493 0.48 5.07 0.640 4.59

1.00 0.1487 0.9539 0.33 4.61 0.646 4.28

0.50 0.1466 0.9560 0.26 4.40 0.648 4.14
HS-1
R-4
Time
Corrected
Deformation (%)

ONE-DIMENSIONAL CONSOLIDATION
ASTM D 2435
21077-01
Ontario
Deformation
% of Sample
Thickness
Pressure
(p)
(ksf) Dial Rdgs.
(in.) Date
Square
Root of
Time
Final
Reading
(in.)
Apparent
Thickness
(in.)
Load
Compliance
(%)
PROPERTIES of SOILS
Ring
Void
Ratio
Olive brown silt (ML)
Time Readings
Elapsed
Time (min)

10.0 0.620

0.640

0.660

0.680

0.700

0.720

0.740

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Consol HS-1, R-4 @ 10
6314
Initial Final Initial Final Initial Final Initial Final Soil Identification:

Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (%)

ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435
HS-1 R-4 8.7 21.3 102.9
Olive brown silt (ML)
Project No.:

Ontario
09-21
21077-01
Time Readings

98.1 0.648 33 90
Degree of
Saturation (%) Dry Density (pcf)

0.719
Void Ratio
10 0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.1 1.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 1.00

2.00 3.00

4.00 5.00

6.00 0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.0 10.0
Square Root of Time (min.1/2)
Inundate with
Tap water
6315
Project Name: Tested By: G. Bathala Date: 08/23/21
Project No.: Checked By: J. Ward Date: 09/08/21
Boring No.: Depth (ft.):

Sample No.: Sample Type:

Soil Identification:

Sample Diameter (in.): 2.415
Sample Thickness (in.): 1.000
Weight of Sample + ring (g): 178.02
Weight of Ring (g): 44.75
Height after consol. (in.): 0.9479
Before Test
Wt. of Wet Sample+Cont. (g): 172.72
Wt. of Dry Sample+Cont. (g): 160.75
Weight of Container (g): 37.74
Initial Moisture Content (%) 9.7
Initial Dry Density (pcf) 101.0
Initial Saturation (%): 39
Initial Vertical Reading (in.) 0.1389
After Test
Wt. of Wet Sample+Cont. (g): 255.49
Wt. of Dry Sample+Cont. (g): 231.52
Weight of Container (g): 66.71
Final Moisture Content (%) 19.97
Final Dry Density (pcf): 105.3
Final Saturation (%): 90
Final Vertical Reading (in.) 0.1955
Specific Gravity (assumed): 2.70
Water Density (pcf): 62.43

0.10 0.1390 0.9999 0.00 0.01 0.669 0.01

0.25 0.1405 0.9985 0.05 0.15 0.667 0.10

0.50 0.1423 0.9966 0.11 0.34 0.665 0.23

1.00 0.1449 0.9941 0.19 0.60 0.662 0.41

1.00 0.1464 0.9926 0.19 0.74 0.660 0.55

2.00 0.1508 0.9881 0.34 1.19 0.655 0.85

4.00 0.1591 0.9799 0.49 2.02 0.643 1.53

8.00 0.1784 0.9605 0.64 3.95 0.614 3.31

16.00 0.2086 0.9303 0.79 6.97 0.566 6.18

8.00 0.2066 0.9324 0.73 6.77 0.568 6.04

4.00 0.2042 0.9347 0.66 6.53 0.571 5.87

1.00 0.1983 0.9407 0.51 5.94 0.578 5.43

0.50 0.1955 0.9434 0.45 5.66 0.582 5.21
HS-2
R-4
Time
Corrected
Deformation (%)

10.0 0.540

0.560

0.580

0.600

0.620

0.640

0.660

0.680

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Consol HS-2, R-4 @ 10
6316
Initial Final Initial Final Initial Final Initial Final Soil Identification:

Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (%)

ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435
HS-2 R-4 9.7 20.0 105.3
Olive brown silty clay (CL-ML)
Project No.:

Ontario
09-21
21077-01
Time Readings
101.0 0.582 39 90
Degree of
Saturation (%) Dry Density (pcf)

0.669
Void Ratio
10 0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.1 1.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 1.00

2.00 3.00

4.00 5.00

6.00 7.00

0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.0 10.0
Square Root of Time (min.1/2)
Inundate with
Tap water
6317
THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. THE DESCRIPTIONS

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS. CN CONSOLIDATION

CR CORROSION

AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE

DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
TEST TYPES: DSMD
SA
S&H
EI
SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
30 25
20 15
10 5
0 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:

Hole Location: See Geotechnical Map
Drop:

Type of Rig:

Project Number:

Elevation of Top of Hole: Drive Weight:

Drilling Company:

Project Name:

Date:
775
770
765
760
755
750
Geotechnical Boring Log Borehole HS-1
7/9/2021
~776' MSL
8"
CME 75
30"
140 pounds
Choice Drilling
Richland - Hilardes
21077-01
Logged By MJG
Sampled By MJG
Checked By DJB

Page 1 of 2 ends

Ontario City CouncilJune 20, 2023

Ontario City Council
June 20, 2023