Agenda — Desert Hot Springs City Council, April 21, 2026 (part 13 of 19)

SECTION 4

PROPOSED CONDITION

HYDROLOGY CALCULATIONS
Item Number: 1.

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A. 10-YEAR STORM
Item Number: 1.

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1 Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/10/25 File:39143prop.out ------------------------------------------------------------------------ Hydrology Study for TPM 39143
In the City of Desert Hot Springs
Proposed Condition Onsite Areas
10-year Storm
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6406
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.454(In.)
100 year, 1 hour precipitation = 1.690(In.)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.963(In/Hr)
Slope of intensity duration curve = 0.5800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 280.000(Ft.)
Top (of initial area) elevation = 660.900(Ft.)
Bottom (of initial area) elevation = 657.000(Ft.)
Difference in elevation = 3.900(Ft.)
Slope = 0.01393 s(percent)= 1.39
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.867 min.

Rainfall intensity = 2.464(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.711
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
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.050(CFS)
Total initial stream area = 0.600(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 30.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________ Top of natural channel elevation = 657.000(Ft.)
End of natural channel elevation = 645.000(Ft.)
Length of natural channel = 430.000(Ft.)
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2 Estimated mean flow rate at midpoint of channel = 5.165(CFS) Natural valley channel type used
L.A. County flood control district formula for channel velocity:

Velocity(ft/s) = (7 + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 3.55(Ft/s)
Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0279
Corrected/adjusted channel slope = 0.0279
Travel time = 2.02 min. TC = 13.89 min.

Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.697
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
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.249(In/Hr) for a 10.0 year storm Subarea runoff = 7.364(CFS) for 4.700(Ac.)
Total runoff = 8.415(CFS) Total area = 5.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 5.300(Ac.)
Runoff from this stream = 8.415(CFS)
Time of concentration = 13.89 min.

Rainfall intensity = 2.249(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 150.000(Ft.)
Top (of initial area) elevation = 656.500(Ft.)
Bottom (of initial area) elevation = 655.300(Ft.)
Difference in elevation = 1.200(Ft.)
Slope = 0.00800 s(percent)= 0.80
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.847 min.

Rainfall intensity = 3.715(In/Hr) for a 10.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.861
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.279(CFS)
Total initial stream area = 0.400(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 17.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 655.300(Ft.)
Downstream point/station elevation = 655.000(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.013
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3 No. of pipes = 1 Required pipe flow = 1.279(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.279(CFS)
Normal flow depth in pipe = 6.98(In.)
Flow top width inside pipe = 7.50(In.)
Critical Depth = 6.25(In.)
Pipe flow velocity = 3.48(Ft/s)
Travel time through pipe = 0.22 min.

Time of concentration (TC) = 6.06 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 17.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.861
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.06 min.

Rainfall intensity = 3.637(In/Hr) for a 10.0 year storm Subarea runoff = 1.252(CFS) for 0.400(Ac.)
Total runoff = 2.531(CFS) Total area = 0.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 655.000(Ft.)
Downstream point/station elevation = 654.900(Ft.)
Pipe length = 360.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.531(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 2.531(CFS)
Normal flow depth in pipe = 16.48(In.)
Flow top width inside pipe = 17.27(In.)
Critical Depth = 6.91(In.)
Pipe flow velocity = 1.25(Ft/s)
Travel time through pipe = 4.80 min.

Time of concentration (TC) = 10.86 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 18.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.853
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 10.86 min.

Rainfall intensity = 2.594(In/Hr) for a 10.0 year storm Subarea runoff = 1.327(CFS) for 0.600(Ac.)
Total runoff = 3.859(CFS) Total area = 1.400(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 18.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.853
Item Number: 1.

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4 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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 10.86 min.

Rainfall intensity = 2.594(In/Hr) for a 10.0 year storm Subarea runoff = 1.549(CFS) for 0.700(Ac.)
Total runoff = 5.408(CFS) Total area = 2.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 654.900(Ft.)
Downstream point/station elevation = 654.000(Ft.)
Pipe length = 495.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.408(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 5.408(CFS)
Normal flow depth in pipe = 14.20(In.)
Flow top width inside pipe = 19.65(In.)
Critical Depth = 10.25(In.)
Pipe flow velocity = 3.12(Ft/s)
Travel time through pipe = 2.64 min.

Time of concentration (TC) = 13.51 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 19.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.850
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 13.51 min.

Rainfall intensity = 2.286(In/Hr) for a 10.0 year storm Subarea runoff = 0.972(CFS) for 0.500(Ac.)
Total runoff = 6.379(CFS) Total area = 2.600(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 19.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.850
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 13.51 min.

Rainfall intensity = 2.286(In/Hr) for a 10.0 year storm Subarea runoff = 0.389(CFS) for 0.200(Ac.)
Total runoff = 6.768(CFS) Total area = 2.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 654.000(Ft.)
Item Number: 1.

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5 Downstream point/station elevation = 653.500(Ft.)
Pipe length = 125.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.768(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 6.768(CFS)
Normal flow depth in pipe = 12.64(In.)
Flow top width inside pipe = 20.56(In.)
Critical Depth = 11.53(In.)
Pipe flow velocity = 4.47(Ft/s)
Travel time through pipe = 0.47 min.

Time of concentration (TC) = 13.97 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.850
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 13.97 min.

Rainfall intensity = 2.241(In/Hr) for a 10.0 year storm Subarea runoff = 0.381(CFS) for 0.200(Ac.)
Total runoff = 7.149(CFS) Total area = 3.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 653.500(Ft.)
Downstream point/station elevation = 646.500(Ft.)
Pipe length = 90.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.149(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 7.149(CFS)
Normal flow depth in pipe = 7.54(In.)
Flow top width inside pipe = 11.60(In.)
Critical depth could not be calculated.

Pipe flow velocity = 13.77(Ft/s)
Travel time through pipe = 0.11 min.

Time of concentration (TC) = 14.08 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 30.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 646.500(Ft.)
Downstream point elevation = 645.500(Ft.)
Channel length thru subarea = 400.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 7.149(CFS)
Depth of flow = 0.180(Ft.), Average velocity = 0.782(Ft/s) Channel flow top width = 51.441(Ft.)
Flow Velocity = 0.78(Ft/s)
Travel time = 8.52 min.

Time of concentration = 22.60 min.

Sub-Channel No. 1 Critical depth = 0.086(Ft.)
' ' ' Critical flow top width = 50.688(Ft.)
' ' ' Critical flow velocity= 1.652(Ft/s)
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6 ' ' ' Critical flow area = 4.326(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.000(Ac.)
Runoff from this stream = 7.149(CFS)
Time of concentration = 22.60 min.

Rainfall intensity = 1.696(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 460.000(Ft.)
Top (of initial area) elevation = 655.500(Ft.)
Bottom (of initial area) elevation = 651.000(Ft.)
Difference in elevation = 4.500(Ft.)
Slope = 0.00978 s(percent)= 0.98
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.793 min.

Rainfall intensity = 2.932(In/Hr) for a 10.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.856
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 8.279(CFS)
Total initial stream area = 3.300(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 27.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 651.000(Ft.)
Downstream point/station elevation = 650.500(Ft.)
Pipe length = 80.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.279(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 8.279(CFS)
Normal flow depth in pipe = 14.72(In.)
Flow top width inside pipe = 13.90(In.)
Critical Depth = 13.37(In.)
Pipe flow velocity = 5.36(Ft/s)
Travel time through pipe = 0.25 min.

Time of concentration (TC) = 9.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 27.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.855
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.04 min.

Item Number: 1.

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7 Rainfall intensity = 2.885(In/Hr) for a 10.0 year storm Subarea runoff = 2.468(CFS) for 1.000(Ac.)
Total runoff = 10.747(CFS) Total area = 4.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 28.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 650.500(Ft.)
Downstream point/station elevation = 645.800(Ft.)
Pipe length = 220.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.747(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 10.747(CFS)
Normal flow depth in pipe = 11.10(In.)
Flow top width inside pipe = 17.50(In.)
Critical Depth = 15.09(In.)
Pipe flow velocity = 9.40(Ft/s)
Travel time through pipe = 0.39 min.

Time of concentration (TC) = 9.43 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 30.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 645.800(Ft.)
Downstream point elevation = 645.500(Ft.)
Channel length thru subarea = 100.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 10.747(CFS)
Depth of flow = 0.218(Ft.), Average velocity = 0.970(Ft/s) Channel flow top width = 51.742(Ft.)
Flow Velocity = 0.97(Ft/s)
Travel time = 1.72 min.

Time of concentration = 11.15 min.

Sub-Channel No. 1 Critical depth = 0.112(Ft.)
' ' ' Critical flow top width = 50.898(Ft.)
' ' ' Critical flow velocity= 1.897(Ft/s)
' ' ' Critical flow area = 5.666(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3
Stream flow area = 4.300(Ac.)
Runoff from this stream = 10.747(CFS)
Time of concentration = 11.15 min.

Rainfall intensity = 2.555(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 8.415 13.89 2.249
2 7.149 22.60 1.696
3 10.747 11.15 2.555
Largest stream flow has longer or shorter time of concentration Qp = 10.747 + sum of
Qa Tb/Ta

8.415 * 0.803 = 6.757
Item Number: 1.

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8 Qa Tb/Ta

7.149 * 0.493 = 3.526
Qp = 21.030
Total of 3 streams to confluence:

Flow rates before confluence point:

8.415 7.149 10.747
Area of streams before confluence:

5.300 3.000 4.300
Results of confluence:

Total flow rate = 21.030(CFS)
Time of concentration = 11.150 min.

Effective stream area after confluence = 12.600(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 645.500(Ft.)
Downstream point elevation = 641.000(Ft.)
Channel length thru subarea = 685.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 21.723(CFS) Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 21.723(CFS)
Depth of flow = 0.262(Ft.), Average velocity = 1.622(Ft/s) Channel flow top width = 52.099(Ft.)
Flow Velocity = 1.62(Ft/s)
Travel time = 7.04 min.

Time of concentration = 18.19 min.

Sub-Channel No. 1 Critical depth = 0.180(Ft.)
' ' ' Critical flow top width = 51.438(Ft.)
' ' ' Critical flow velocity= 2.384(Ft/s)
' ' ' Critical flow area = 9.114(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.671
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
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.923(In/Hr) for a 10.0 year storm Subarea runoff = 1.290(CFS) for 1.000(Ac.)
Total runoff = 22.321(CFS) Total area = 13.600(Ac.)
Depth of flow = 0.267(Ft.), Average velocity = 1.639(Ft/s) Sub-Channel No. 1 Critical depth = 0.184(Ft.)
' ' ' Critical flow top width = 51.469(Ft.)
' ' ' Critical flow velocity= 2.396(Ft/s)
' ' ' Critical flow area = 9.315(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 641.000(Ft.)
Downstream point elevation = 629.000(Ft.)
Channel length thru subarea = 1060.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Item Number: 1.

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9 Estimated mean flow rate at midpoint of channel = 23.322(CFS) Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 23.322(CFS)
Depth of flow = 0.233(Ft.), Average velocity = 1.968(Ft/s) Channel flow top width = 51.861(Ft.)
Flow Velocity = 1.97(Ft/s)
Travel time = 8.98 min.

Time of concentration = 27.16 min.

Sub-Channel No. 1 Critical depth = 0.188(Ft.)
' ' ' Critical flow top width = 51.500(Ft.)
' ' ' Critical flow velocity= 2.451(Ft/s)
' ' ' Critical flow area = 9.516(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.629
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
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.524(In/Hr) for a 10.0 year storm Subarea runoff = 1.917(CFS) for 2.000(Ac.)
Total runoff = 24.238(CFS) Total area = 15.600(Ac.)
Depth of flow = 0.238(Ft.), Average velocity = 1.998(Ft/s) Sub-Channel No. 1 Critical depth = 0.193(Ft.)
' ' ' Critical flow top width = 51.547(Ft.)
' ' ' Critical flow velocity= 2.469(Ft/s)
' ' ' Critical flow area = 9.818(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 629.000(Ft.)
Downstream point elevation = 626.500(Ft.)
Channel length thru subarea = 460.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 24.518(CFS) Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 24.518(CFS)
Depth of flow = 0.298(Ft.), Average velocity = 1.605(Ft/s) Channel flow top width = 52.388(Ft.)
Flow Velocity = 1.60(Ft/s)
Travel time = 4.78 min.

Time of concentration = 31.94 min.

Sub-Channel No. 1 Critical depth = 0.195(Ft.)
' ' ' Critical flow top width = 51.563(Ft.)
' ' ' Critical flow velocity= 2.472(Ft/s)
' ' ' Critical flow area = 9.918(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.611
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
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.387(In/Hr) for a 10.0 year storm Item Number: 1.

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10 Subarea runoff = 0.508(CFS) for 0.600(Ac.)
Total runoff = 24.746(CFS) Total area = 16.200(Ac.)
Depth of flow = 0.300(Ft.), Average velocity = 1.610(Ft/s) Sub-Channel No. 1 Critical depth = 0.195(Ft.)
' ' ' Critical flow top width = 51.563(Ft.)
' ' ' Critical flow velocity= 2.495(Ft/s)
' ' ' Critical flow area = 9.918(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 70.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 626.500(Ft.)
Downstream point elevation = 622.000(Ft.)
Channel length thru subarea = 310.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 24.992(CFS) Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 24.992(CFS)
Depth of flow = 0.225(Ft.), Average velocity = 2.181(Ft/s) Channel flow top width = 51.801(Ft.)
Flow Velocity = 2.18(Ft/s)
Travel time = 2.37 min.

Time of concentration = 34.31 min.

Sub-Channel No. 1 Critical depth = 0.197(Ft.)
' ' ' Critical flow top width = 51.578(Ft.)
' ' ' Critical flow velocity= 2.495(Ft/s)
' ' ' Critical flow area = 10.019(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.603
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
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.331(In/Hr) for a 10.0 year storm Subarea runoff = 0.401(CFS) for 0.500(Ac.)
Total runoff = 25.147(CFS) Total area = 16.700(Ac.)
Depth of flow = 0.226(Ft.), Average velocity = 2.186(Ft/s) Sub-Channel No. 1 Critical depth = 0.197(Ft.)
' ' ' Critical flow top width = 51.578(Ft.)
' ' ' Critical flow velocity= 2.510(Ft/s)
' ' ' Critical flow area = 10.019(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 70.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 16.700(Ac.)
Runoff from this stream = 25.147(CFS)
Time of concentration = 34.31 min.

Rainfall intensity = 1.331(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Item Number: 1.

Page 1856 of 2902 ends

11 Process from Point/Station 15.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 520.000(Ft.)
Top (of initial area) elevation = 656.500(Ft.)
Bottom (of initial area) elevation = 654.400(Ft.)
Difference in elevation = 2.100(Ft.)
Slope = 0.00404 s(percent)= 0.40
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.022 min.

Rainfall intensity = 2.572(In/Hr) for a 10.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.853
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.316(CFS)
Total initial stream area = 0.600(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 654.400(Ft.)
End of street segment elevation = 651.500(Ft.)
Length of street segment = 780.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 14.000(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) = 0.025
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 = 2.149(CFS) Depth of flow = 0.296(Ft.), Average velocity = 1.269(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 8.484(Ft.)
Flow velocity = 1.27(Ft/s)
Travel time = 10.24 min. TC = 21.27 min.

Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.844
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.757(In/Hr) for a 10.0 year storm Subarea runoff = 1.483(CFS) for 1.000(Ac.)
Total runoff = 2.799(CFS) Total area = 1.600(Ac.)
Street flow at end of street = 2.799(CFS)
Half street flow at end of street = 1.400(CFS)
Depth of flow = 0.318(Ft.), Average velocity = 1.346(Ft/s) Flow width (from curb towards crown)= 9.555(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 43.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Item Number: 1.

Page 1857 of 2902 ends

12 ______________________________________________________________________ Upstream point/station elevation = 651.500(Ft.)
Downstream point/station elevation = 651.000(Ft.)
Pipe length = 120.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.799(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 2.799(CFS)
Normal flow depth in pipe = 9.00(In.)
Flow top width inside pipe = 14.70(In.)
Critical Depth = 8.05(In.)
Pipe flow velocity = 3.64(Ft/s)
Travel time through pipe = 0.55 min.

Time of concentration (TC) = 21.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 43.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.844
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 21.81 min.

Rainfall intensity = 1.731(In/Hr) for a 10.0 year storm Subarea runoff = 2.192(CFS) for 1.500(Ac.)
Total runoff = 4.991(CFS) Total area = 3.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 651.000(Ft.)
Downstream point/station elevation = 625.000(Ft.)
Pipe length = 870.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.991(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.991(CFS)
Normal flow depth in pipe = 8.19(In.)
Flow top width inside pipe = 11.17(In.)
Critical Depth = 11.00(In.)
Pipe flow velocity = 8.73(Ft/s)
Travel time through pipe = 1.66 min.

Time of concentration (TC) = 23.47 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 44.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ UNDEVELOPED (fair cover) subarea
Runoff Coefficient = 0.499
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
RI index for soil(AMC 2) = 50.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 23.47 min.

Rainfall intensity = 1.659(In/Hr) for a 10.0 year storm Subarea runoff = 1.738(CFS) for 2.100(Ac.)
Total runoff = 6.729(CFS) Total area = 5.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 45.000 Item Number: 1.

Page 1858 of 2902 ends

13 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 625.000(Ft.)
Downstream point/station elevation = 624.500(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.729(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 6.729(CFS)
Normal flow depth in pipe = 11.46(In.)
Flow top width inside pipe = 12.74(In.)
Critical Depth = 12.50(In.)
Pipe flow velocity = 6.69(Ft/s)
Travel time through pipe = 0.10 min.

Time of concentration (TC) = 23.57 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 45.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.843
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 23.57 min.

Rainfall intensity = 1.655(In/Hr) for a 10.0 year storm Subarea runoff = 0.977(CFS) for 0.700(Ac.)
Total runoff = 7.705(CFS) Total area = 5.900(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 624.500(Ft.)
Downstream point/station elevation = 620.000(Ft.)
Pipe length = 165.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.705(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 7.705(CFS)
Normal flow depth in pipe = 9.45(In.)
Flow top width inside pipe = 14.49(In.)
Critical Depth = 13.21(In.)
Pipe flow velocity = 9.47(Ft/s)
Travel time through pipe = 0.29 min.

Time of concentration (TC) = 23.86 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 5.900(Ac.)
Runoff from this stream = 7.705(CFS)
Time of concentration = 23.86 min.

Rainfall intensity = 1.643(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 651.000(Ft.)
Bottom (of initial area) elevation = 645.000(Ft.)
Difference in elevation = 6.000(Ft.)
Item Number: 1.

Page 1859 of 2902 ends

14 Slope = 0.02400 s(percent)= 2.40
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.758 min.

Rainfall intensity = 3.748(In/Hr) for a 10.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.861
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.291(CFS)
Total initial stream area = 0.400(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 645.000(Ft.)
Downstream point/station elevation = 643.000(Ft.)
Pipe length = 220.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.291(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.291(CFS)
Normal flow depth in pipe = 6.19(In.)
Flow top width inside pipe = 8.34(In.)
Critical Depth = 6.28(In.)
Pipe flow velocity = 3.98(Ft/s)
Travel time through pipe = 0.92 min.

Time of concentration (TC) = 6.68 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 52.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.859
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.68 min.

Rainfall intensity = 3.439(In/Hr) for a 10.0 year storm Subarea runoff = 14.776(CFS) for 5.000(Ac.)
Total runoff = 16.067(CFS) Total area = 5.400(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 643.000(Ft.)
Downstream point/station elevation = 642.500(Ft.)
Pipe length = 85.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 16.067(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 16.067(CFS)
Normal flow depth in pipe = 18.23(In.)
Flow top width inside pipe = 20.51(In.)
Critical Depth = 17.34(In.)
Pipe flow velocity = 6.27(Ft/s)
Travel time through pipe = 0.23 min.

Time of concentration (TC) = 6.90 min.

Item Number: 1.

Page 1860 of 2902 ends

15 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 53.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.859
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.90 min.

Rainfall intensity = 3.373(In/Hr) for a 10.0 year storm Subarea runoff = 6.664(CFS) for 2.300(Ac.)
Total runoff = 22.731(CFS) Total area = 7.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 642.500(Ft.)
Downstream point/station elevation = 641.500(Ft.)
Pipe length = 600.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.731(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 22.731(CFS)
Normal flow depth in pipe = 28.97(In.)
Flow top width inside pipe = 21.61(In.)
Critical Depth = 18.90(In.)
Pipe flow velocity = 4.11(Ft/s)
Travel time through pipe = 2.43 min.

Time of concentration (TC) = 9.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 54.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.855
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.34 min.

Rainfall intensity = 2.832(In/Hr) for a 10.0 year storm Subarea runoff = 7.263(CFS) for 3.000(Ac.)
Total runoff = 29.994(CFS) Total area = 10.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 641.500(Ft.)
Downstream point/station elevation = 640.500(Ft.)
Pipe length = 600.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 29.994(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 29.994(CFS)
Normal flow depth in pipe = 28.64(In.)
Flow top width inside pipe = 34.45(In.)
Critical Depth = 20.75(In.)
Pipe flow velocity = 4.59(Ft/s)
Travel time through pipe = 2.18 min.

Time of concentration (TC) = 11.51 min.

Item Number: 1.

Page 1861 of 2902 ends

16 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.852
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 11.51 min.

Rainfall intensity = 2.507(In/Hr) for a 10.0 year storm Subarea runoff = 6.411(CFS) for 3.000(Ac.)
Total runoff = 36.405(CFS) Total area = 13.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 640.500(Ft.)
Downstream point/station elevation = 640.000(Ft.)
Pipe length = 360.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 36.405(CFS)
Nearest computed pipe diameter = 42.00(In.)
Calculated individual pipe flow = 36.405(CFS)
Normal flow depth in pipe = 33.38(In.)
Flow top width inside pipe = 33.93(In.)
Critical Depth = 22.48(In.)
Pipe flow velocity = 4.44(Ft/s)
Travel time through pipe = 1.35 min.

Time of concentration (TC) = 12.86 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 56.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.851
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 12.86 min.

Rainfall intensity = 2.351(In/Hr) for a 10.0 year storm Subarea runoff = 12.603(CFS) for 6.300(Ac.)
Total runoff = 49.008(CFS) Total area = 20.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 56.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.851
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 12.86 min.

Rainfall intensity = 2.351(In/Hr) for a 10.0 year storm Subarea runoff = 3.601(CFS) for 1.800(Ac.)
Total runoff = 52.608(CFS) Total area = 21.800(Ac.)
Item Number: 1.

Page 1862 of 2902 ends

17 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 640.000(Ft.)
Downstream point/station elevation = 638.000(Ft.)
Pipe length = 970.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 52.608(CFS)
Nearest computed pipe diameter = 45.00(In.)
Calculated individual pipe flow = 52.608(CFS)
Normal flow depth in pipe = 35.30(In.)
Flow top width inside pipe = 37.01(In.)
Critical Depth = 26.68(In.)
Pipe flow velocity = 5.66(Ft/s)
Travel time through pipe = 2.86 min.

Time of concentration (TC) = 15.72 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 57.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.848
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 15.72 min.

Rainfall intensity = 2.093(In/Hr) for a 10.0 year storm Subarea runoff = 2.308(CFS) for 1.300(Ac.)
Total runoff = 54.917(CFS) Total area = 23.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 58.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 638.000(Ft.)
Downstream point/station elevation = 637.500(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 54.917(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 54.917(CFS)
Normal flow depth in pipe = 28.31(In.)
Flow top width inside pipe = 23.04(In.)
Critical Depth = 28.95(In.)
Pipe flow velocity = 10.12(Ft/s)
Travel time through pipe = 0.08 min.

Time of concentration (TC) = 15.80 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 58.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.848
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 15.80 min.

Rainfall intensity = 2.087(In/Hr) for a 10.0 year storm Subarea runoff = 1.062(CFS) for 0.600(Ac.)
Item Number: 1.

Page 1863 of 2902 ends

18 Total runoff = 55.978(CFS) Total area = 23.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 58.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.848
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 15.80 min.

Rainfall intensity = 2.087(In/Hr) for a 10.0 year storm Subarea runoff = 0.354(CFS) for 0.200(Ac.)
Total runoff = 56.332(CFS) Total area = 23.900(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 59.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 637.500(Ft.)
Downstream point/station elevation = 637.000(Ft.)
Pipe length = 110.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 56.332(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 56.332(CFS)
Normal flow depth in pipe = 32.44(In.)
Flow top width inside pipe = 29.18(In.)
Critical Depth = 28.76(In.)
Pipe flow velocity = 7.65(Ft/s)
Travel time through pipe = 0.24 min.

Time of concentration (TC) = 16.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Point/Station 59.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.848
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 16.04 min.

Rainfall intensity = 2.069(In/Hr) for a 10.0 year storm Subarea runoff = 27.891(CFS) for 15.900(Ac.)
Total runoff = 84.223(CFS) Total area = 39.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 637.000(Ft.)
Downstream point/station elevation = 620.000(Ft.)
Pipe length = 220.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 84.223(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 84.223(CFS)
Normal flow depth in pipe = 21.61(In.)
Flow top width inside pipe = 21.59(In.)
Critical depth could not be calculated.

Pipe flow velocity = 24.68(Ft/s)
Item Number: 1.

Page 1864 of 2902 ends

19 Travel time through pipe = 0.15 min.

Time of concentration (TC) = 16.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 39.800(Ac.)
Runoff from this stream = 84.223(CFS)
Time of concentration = 16.19 min.

Rainfall intensity = 2.058(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 7.705 23.86 1.643
2 84.223 16.19 2.058
Largest stream flow has longer or shorter time of concentration Qp = 84.223 + sum of
Qa Tb/Ta

7.705 * 0.678 = 5.228
Qp = 89.451
Total of 2 streams to confluence:

Flow rates before confluence point:

7.705 84.223
Area of streams before confluence:

5.900 39.800
Results of confluence:

Total flow rate = 89.451(CFS)
Time of concentration = 16.191 min.

Effective stream area after confluence = 45.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 620.000(Ft.)
Downstream point elevation = 619.000(Ft.)
Channel length thru subarea = 260.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 90.376(CFS) Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 90.376(CFS)
Depth of flow = 0.719(Ft.), Average velocity = 2.376(Ft/s) Channel flow top width = 55.755(Ft.)
Flow Velocity = 2.38(Ft/s)
Travel time = 1.82 min.

Time of concentration = 18.01 min.

Sub-Channel No. 1 Critical depth = 0.461(Ft.)
' ' ' Critical flow top width = 53.688(Ft.)
' ' ' Critical flow velocity= 3.782(Ft/s)
' ' ' Critical flow area = 23.897(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (fair cover) subarea
Runoff Coefficient = 0.533
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
RI index for soil(AMC 2) = 50.00
Item Number: 1.

Page 1865 of 2902 ends

20 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.934(In/Hr) for a 10.0 year storm Subarea runoff = 1.752(CFS) for 1.700(Ac.)
Total runoff = 91.202(CFS) Total area = 47.400(Ac.)
Depth of flow = 0.723(Ft.), Average velocity = 2.384(Ft/s) Sub-Channel No. 1 Critical depth = 0.461(Ft.)
' ' ' Critical flow top width = 53.688(Ft.)
' ' ' Critical flow velocity= 3.817(Ft/s)
' ' ' Critical flow area = 23.897(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 619.000(Ft.)
Downstream point elevation = 618.000(Ft.)
Channel length thru subarea = 120.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 94.470(CFS) Manning's 'N' = 0.015
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 94.470(CFS)
Depth of flow = 0.389(Ft.), Average velocity = 4.716(Ft/s) Channel flow top width = 53.109(Ft.)
Flow Velocity = 4.72(Ft/s)
Travel time = 0.42 min.

Time of concentration = 18.44 min.

Sub-Channel No. 1 Critical depth = 0.477(Ft.)
' ' ' Critical flow top width = 53.813(Ft.)
' ' ' Critical flow velocity= 3.819(Ft/s)
' ' ' Critical flow area = 24.737(Sq.Ft)
Adding area flow to channel
COMMERCIAL subarea type
Runoff Coefficient = 0.846
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.908(In/Hr) for a 10.0 year storm Subarea runoff = 6.459(CFS) for 4.000(Ac.)
Total runoff = 97.661(CFS) Total area = 51.400(Ac.)
Depth of flow = 0.396(Ft.), Average velocity = 4.776(Ft/s) Sub-Channel No. 1 Critical depth = 0.484(Ft.)
' ' ' Critical flow top width = 53.875(Ft.)
' ' ' Critical flow velocity= 3.882(Ft/s)
' ' ' Critical flow area = 25.157(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 63.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 618.000(Ft.)
Downstream point elevation = 610.000(Ft.)
Channel length thru subarea = 630.000(Ft.)
Channel base width = 100.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 100.460(CFS) Manning's 'N' = 0.030
Item Number: 1.

Page 1866 of 2902 ends

21 Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 100.460(CFS)
Depth of flow = 0.356(Ft.), Average velocity = 2.779(Ft/s) Channel flow top width = 102.852(Ft.)
Flow Velocity = 2.78(Ft/s)
Travel time = 3.78 min.

Time of concentration = 22.22 min.

Sub-Channel No. 1 Critical depth = 0.313(Ft.)
' ' ' Critical flow top width = 102.500(Ft.)
' ' ' Critical flow velocity= 3.175(Ft/s)
' ' ' Critical flow area = 31.641(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (fair cover) subarea
Runoff Coefficient = 0.506
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
RI index for soil(AMC 2) = 50.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.713(In/Hr) for a 10.0 year storm Subarea runoff = 5.546(CFS) for 6.400(Ac.)
Total runoff = 103.207(CFS) Total area = 57.800(Ac.)
Depth of flow = 0.362(Ft.), Average velocity = 2.808(Ft/s) Sub-Channel No. 1 Critical depth = 0.320(Ft.)
' ' ' Critical flow top width = 102.563(Ft.)
' ' ' Critical flow velocity= 3.181(Ft/s)
' ' ' Critical flow area = 32.442(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.844
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 22.22 min.

Rainfall intensity = 1.713(In/Hr) for a 10.0 year storm Subarea runoff = 24.858(CFS) for 17.200(Ac.)
Total runoff = 128.065(CFS) Total area = 75.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.844
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 22.22 min.

Rainfall intensity = 1.713(In/Hr) for a 10.0 year storm Subarea runoff = 1.879(CFS) for 1.300(Ac.)
Total runoff = 129.944(CFS) Total area = 76.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Item Number: 1.

Page 1867 of 2902 ends

22 Process from Point/Station 63.000 to Point/Station 70.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 610.000(Ft.)
Downstream point elevation = 609.500(Ft.)
Channel length thru subarea = 100.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.015
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 129.944(CFS)
Depth of flow = 0.547(Ft.), Average velocity = 4.552(Ft/s) Channel flow top width = 54.376(Ft.)
Flow Velocity = 4.55(Ft/s)
Travel time = 0.37 min.

Time of concentration = 22.58 min.

Sub-Channel No. 1 Critical depth = 0.586(Ft.)
' ' ' Critical flow top width = 54.688(Ft.)
' ' ' Critical flow velocity= 4.237(Ft/s)
' ' ' Critical flow area = 30.670(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 70.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 76.300(Ac.)
Runoff from this stream = 129.944(CFS)
Time of concentration = 22.58 min.

Rainfall intensity = 1.696(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 25.147 34.31 1.331
2 129.944 22.58 1.696
Largest stream flow has longer or shorter time of concentration Qp = 129.944 + sum of
Qa Tb/Ta

25.147 * 0.658 = 16.552
Qp = 146.496
Total of 2 main streams to confluence:

Flow rates before confluence point:

25.147 129.944
Area of streams before confluence:

16.700 76.300
Results of confluence:

Total flow rate = 146.496(CFS)
Time of concentration = 22.584 min.

Effective stream area after confluence = 93.000(Ac.)
End of computations, total study area = 93.00 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.290
Area averaged RI index number = 37.5
Item Number: 1.

Page 1868 of 2902 ends

Item Number: 1.

Page 1869 of 2902 ends

B. 100-YEAR STORM
Item Number: 1.

Page 1870 of 2902 ends

1 Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/10/25 File:39143prop.out ------------------------------------------------------------------------ Hydrology Study for TPM 39143
In the City of Desert Hot Springs
Proposed Condition Onsite Areas
100-year Storm
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6406
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.454(In.)
100 year, 1 hour precipitation = 1.690(In.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.690(In/Hr)
Slope of intensity duration curve = 0.5800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 280.000(Ft.)
Top (of initial area) elevation = 660.900(Ft.)
Bottom (of initial area) elevation = 657.000(Ft.)
Difference in elevation = 3.900(Ft.)
Slope = 0.01393 s(percent)= 1.39
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.867 min.

Rainfall intensity = 4.326(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.781
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
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.028(CFS)
Total initial stream area = 0.600(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 30.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________ Top of natural channel elevation = 657.000(Ft.)
End of natural channel elevation = 645.000(Ft.)
Length of natural channel = 430.000(Ft.)
Item Number: 1.

Page 1871 of 2902 ends

2 Estimated mean flow rate at midpoint of channel = 9.972(CFS) Natural valley channel type used
L.A. County flood control district formula for channel velocity:

Velocity(ft/s) = (7 + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 4.17(Ft/s)
Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0279
Corrected/adjusted channel slope = 0.0279
Travel time = 1.72 min. TC = 13.59 min.

Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.773
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
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 4.000(In/Hr) for a 100.0 year storm Subarea runoff = 14.533(CFS) for 4.700(Ac.)
Total runoff = 16.561(CFS) Total area = 5.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 5.300(Ac.)
Runoff from this stream = 16.561(CFS)
Time of concentration = 13.59 min.

Rainfall intensity = 4.000(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 150.000(Ft.)
Top (of initial area) elevation = 656.500(Ft.)
Bottom (of initial area) elevation = 655.300(Ft.)
Difference in elevation = 1.200(Ft.)
Slope = 0.00800 s(percent)= 0.80
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.847 min.

Rainfall intensity = 6.522(In/Hr) for a 100.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.873
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.277(CFS)
Total initial stream area = 0.400(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 17.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 655.300(Ft.)
Downstream point/station elevation = 655.000(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.013
Item Number: 1.

Page 1872 of 2902 ends

3 No. of pipes = 1 Required pipe flow = 2.277(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.277(CFS)
Normal flow depth in pipe = 7.99(In.)
Flow top width inside pipe = 11.32(In.)
Critical Depth = 7.74(In.)
Pipe flow velocity = 4.10(Ft/s)
Travel time through pipe = 0.18 min.

Time of concentration (TC) = 6.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 17.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.872
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.03 min.

Rainfall intensity = 6.407(In/Hr) for a 100.0 year storm Subarea runoff = 2.236(CFS) for 0.400(Ac.)
Total runoff = 4.513(CFS) Total area = 0.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 655.000(Ft.)
Downstream point/station elevation = 654.900(Ft.)
Pipe length = 360.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.513(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 4.513(CFS)
Normal flow depth in pipe = 19.55(In.)
Flow top width inside pipe = 24.14(In.)
Critical Depth = 8.65(In.)
Pipe flow velocity = 1.46(Ft/s)
Travel time through pipe = 4.10 min.

Time of concentration (TC) = 10.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 18.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.866
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 10.13 min.

Rainfall intensity = 4.742(In/Hr) for a 100.0 year storm Subarea runoff = 2.465(CFS) for 0.600(Ac.)
Total runoff = 6.977(CFS) Total area = 1.400(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 18.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.866
Item Number: 1.

Page 1873 of 2902 ends

Rainfall intensity = 4.742(In/Hr) for a 100.0 year storm Subarea runoff = 2.876(CFS) for 0.700(Ac.)
Total runoff = 9.853(CFS) Total area = 2.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 654.900(Ft.)
Downstream point/station elevation = 654.000(Ft.)
Pipe length = 495.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.853(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 9.853(CFS)
Normal flow depth in pipe = 20.16(In.)
Flow top width inside pipe = 17.60(In.)
Critical Depth = 13.48(In.)
Pipe flow velocity = 3.50(Ft/s)
Travel time through pipe = 2.36 min.

Time of concentration (TC) = 12.49 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 19.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.864
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 12.49 min.

Rainfall intensity = 4.200(In/Hr) for a 100.0 year storm Subarea runoff = 1.814(CFS) for 0.500(Ac.)
Total runoff = 11.667(CFS) Total area = 2.600(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 19.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.864
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 12.49 min.

Rainfall intensity = 4.200(In/Hr) for a 100.0 year storm Subarea runoff = 0.725(CFS) for 0.200(Ac.)
Total runoff = 12.392(CFS) Total area = 2.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 654.000(Ft.)
Item Number: 1.

Page 1874 of 2902 ends

5 Downstream point/station elevation = 653.500(Ft.)
Pipe length = 125.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.392(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 12.392(CFS)
Normal flow depth in pipe = 17.25(In.)
Flow top width inside pipe = 21.58(In.)
Critical Depth = 15.19(In.)
Pipe flow velocity = 5.13(Ft/s)
Travel time through pipe = 0.41 min.

Time of concentration (TC) = 12.90 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.863
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 12.90 min.

Rainfall intensity = 4.122(In/Hr) for a 100.0 year storm Subarea runoff = 0.712(CFS) for 0.200(Ac.)
Total runoff = 13.104(CFS) Total area = 3.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 653.500(Ft.)
Downstream point/station elevation = 646.500(Ft.)
Pipe length = 90.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.104(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 13.104(CFS)
Normal flow depth in pipe = 9.49(In.)
Flow top width inside pipe = 14.46(In.)
Critical depth could not be calculated.

Pipe flow velocity = 16.01(Ft/s)
Travel time through pipe = 0.09 min.

Time of concentration (TC) = 12.99 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 30.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 646.500(Ft.)
Downstream point elevation = 645.500(Ft.)
Channel length thru subarea = 400.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 13.104(CFS)
Depth of flow = 0.259(Ft.), Average velocity = 0.992(Ft/s) Channel flow top width = 52.071(Ft.)
Flow Velocity = 0.99(Ft/s)
Travel time = 6.72 min.

Time of concentration = 19.71 min.

Sub-Channel No. 1 Critical depth = 0.129(Ft.)
' ' ' Critical flow top width = 51.031(Ft.)
' ' ' Critical flow velocity= 2.012(Ft/s)
Item Number: 1.

Page 1875 of 2902 ends

6 ' ' ' Critical flow area = 6.512(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.000(Ac.)
Runoff from this stream = 13.104(CFS)
Time of concentration = 19.71 min.

Rainfall intensity = 3.223(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 460.000(Ft.)
Top (of initial area) elevation = 655.500(Ft.)
Bottom (of initial area) elevation = 651.000(Ft.)
Difference in elevation = 4.500(Ft.)
Slope = 0.00978 s(percent)= 0.98
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.793 min.

Rainfall intensity = 5.148(In/Hr) for a 100.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.868
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 14.746(CFS)
Total initial stream area = 3.300(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 27.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 651.000(Ft.)
Downstream point/station elevation = 650.500(Ft.)
Pipe length = 80.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.746(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 14.746(CFS)
Normal flow depth in pipe = 16.59(In.)
Flow top width inside pipe = 22.17(In.)
Critical Depth = 16.59(In.)
Pipe flow velocity = 6.36(Ft/s)
Travel time through pipe = 0.21 min.

Time of concentration (TC) = 9.00 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 27.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.868
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.00 min.

Item Number: 1.

Page 1876 of 2902 ends

7 Rainfall intensity = 5.078(In/Hr) for a 100.0 year storm Subarea runoff = 4.406(CFS) for 1.000(Ac.)
Total runoff = 19.152(CFS) Total area = 4.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 28.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 650.500(Ft.)
Downstream point/station elevation = 645.800(Ft.)
Pipe length = 220.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.152(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 19.152(CFS)
Normal flow depth in pipe = 14.55(In.)
Flow top width inside pipe = 19.37(In.)
Critical Depth = 18.92(In.)
Pipe flow velocity = 10.76(Ft/s)
Travel time through pipe = 0.34 min.

Time of concentration (TC) = 9.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 30.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 645.800(Ft.)
Downstream point elevation = 645.500(Ft.)
Channel length thru subarea = 100.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 19.152(CFS)
Depth of flow = 0.308(Ft.), Average velocity = 1.216(Ft/s) Channel flow top width = 52.460(Ft.)
Flow Velocity = 1.22(Ft/s)
Travel time = 1.37 min.

Time of concentration = 10.71 min.

Sub-Channel No. 1 Critical depth = 0.164(Ft.)
' ' ' Critical flow top width = 51.313(Ft.)
' ' ' Critical flow velocity= 2.305(Ft/s)
' ' ' Critical flow area = 8.311(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3
Stream flow area = 4.300(Ac.)
Runoff from this stream = 19.152(CFS)
Time of concentration = 10.71 min.

Rainfall intensity = 4.590(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 16.561 13.59 4.000
2 13.104 19.71 3.223
3 19.152 10.71 4.590
Largest stream flow has longer or shorter time of concentration Qp = 19.152 + sum of
Qa Tb/Ta

16.561 * 0.789 = 13.062
Item Number: 1.

Page 1877 of 2902 ends

8 Qa Tb/Ta

13.104 * 0.544 = 7.123
Qp = 39.337
Total of 3 streams to confluence:

Flow rates before confluence point:

16.561 13.104 19.152
Area of streams before confluence:

5.300 3.000 4.300
Results of confluence:

Total flow rate = 39.337(CFS)
Time of concentration = 10.715 min.

Effective stream area after confluence = 12.600(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 645.500(Ft.)
Downstream point elevation = 641.000(Ft.)
Channel length thru subarea = 685.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 40.757(CFS) Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 40.757(CFS)
Depth of flow = 0.382(Ft.), Average velocity = 2.071(Ft/s) Channel flow top width = 53.056(Ft.)
Flow Velocity = 2.07(Ft/s)
Travel time = 5.51 min.

Time of concentration = 16.23 min.

Sub-Channel No. 1 Critical depth = 0.273(Ft.)
' ' ' Critical flow top width = 52.188(Ft.)
' ' ' Critical flow velocity= 2.917(Ft/s)
' ' ' Critical flow area = 13.971(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.761
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
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.608(In/Hr) for a 100.0 year storm Subarea runoff = 2.747(CFS) for 1.000(Ac.)
Total runoff = 42.084(CFS) Total area = 13.600(Ac.)
Depth of flow = 0.389(Ft.), Average velocity = 2.096(Ft/s) Sub-Channel No. 1 Critical depth = 0.277(Ft.)
' ' ' Critical flow top width = 52.219(Ft.)
' ' ' Critical flow velocity= 2.969(Ft/s)
' ' ' Critical flow area = 14.175(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 641.000(Ft.)
Downstream point elevation = 629.000(Ft.)
Channel length thru subarea = 1060.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Item Number: 1.

Page 1878 of 2902 ends

9 Estimated mean flow rate at midpoint of channel = 44.269(CFS) Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 44.269(CFS)
Depth of flow = 0.341(Ft.), Average velocity = 2.526(Ft/s) Channel flow top width = 52.729(Ft.)
Flow Velocity = 2.53(Ft/s)
Travel time = 6.99 min.

Time of concentration = 23.22 min.

Sub-Channel No. 1 Critical depth = 0.289(Ft.)
' ' ' Critical flow top width = 52.313(Ft.)
' ' ' Critical flow velocity= 2.994(Ft/s)
' ' ' Critical flow area = 14.787(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.735
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
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.931(In/Hr) for a 100.0 year storm Subarea runoff = 4.310(CFS) for 2.000(Ac.)
Total runoff = 46.394(CFS) Total area = 15.600(Ac.)
Depth of flow = 0.351(Ft.), Average velocity = 2.572(Ft/s) Sub-Channel No. 1 Critical depth = 0.297(Ft.)
' ' ' Critical flow top width = 52.375(Ft.)
' ' ' Critical flow velocity= 3.053(Ft/s)
' ' ' Critical flow area = 15.196(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 629.000(Ft.)
Downstream point elevation = 626.500(Ft.)
Channel length thru subarea = 460.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 47.016(CFS) Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 47.016(CFS)
Depth of flow = 0.440(Ft.), Average velocity = 2.064(Ft/s) Channel flow top width = 53.521(Ft.)
Flow Velocity = 2.06(Ft/s)
Travel time = 3.72 min.

Time of concentration = 26.94 min.

Sub-Channel No. 1 Critical depth = 0.301(Ft.)
' ' ' Critical flow top width = 52.406(Ft.)
' ' ' Critical flow velocity= 3.053(Ft/s)
' ' ' Critical flow area = 15.401(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.723
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
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.689(In/Hr) for a 100.0 year storm Item Number: 1.

Page 1879 of 2902 ends

10 Subarea runoff = 1.167(CFS) for 0.600(Ac.)
Total runoff = 47.561(CFS) Total area = 16.200(Ac.)
Depth of flow = 0.443(Ft.), Average velocity = 2.073(Ft/s) Sub-Channel No. 1 Critical depth = 0.301(Ft.)
' ' ' Critical flow top width = 52.406(Ft.)
' ' ' Critical flow velocity= 3.088(Ft/s)
' ' ' Critical flow area = 15.401(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 70.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 626.500(Ft.)
Downstream point elevation = 622.000(Ft.)
Channel length thru subarea = 310.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 48.059(CFS) Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 48.059(CFS)
Depth of flow = 0.333(Ft.), Average velocity = 2.814(Ft/s) Channel flow top width = 52.662(Ft.)
Flow Velocity = 2.81(Ft/s)
Travel time = 1.84 min.

Time of concentration = 28.77 min.

Sub-Channel No. 1 Critical depth = 0.305(Ft.)
' ' ' Critical flow top width = 52.438(Ft.)
' ' ' Critical flow velocity= 3.080(Ft/s)
' ' ' Critical flow area = 15.606(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.718
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
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.588(In/Hr) for a 100.0 year storm Subarea runoff = 0.929(CFS) for 0.500(Ac.)
Total runoff = 48.490(CFS) Total area = 16.700(Ac.)
Depth of flow = 0.334(Ft.), Average velocity = 2.824(Ft/s) Sub-Channel No. 1 Critical depth = 0.305(Ft.)
' ' ' Critical flow top width = 52.438(Ft.)
' ' ' Critical flow velocity= 3.107(Ft/s)
' ' ' Critical flow area = 15.606(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 70.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 16.700(Ac.)
Runoff from this stream = 48.490(CFS)
Time of concentration = 28.77 min.

Rainfall intensity = 2.588(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Item Number: 1.

Page 1880 of 2902 ends

Rainfall intensity = 4.515(In/Hr) for a 100.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.865
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.344(CFS)
Total initial stream area = 0.600(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 654.400(Ft.)
End of street segment elevation = 651.500(Ft.)
Length of street segment = 780.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 14.000(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) = 0.025
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 = 3.790(CFS) Depth of flow = 0.345(Ft.), Average velocity = 1.443(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 10.893(Ft.)
Flow velocity = 1.44(Ft/s)
Travel time = 9.01 min. TC = 20.03 min.

Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.858
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.193(In/Hr) for a 100.0 year storm Subarea runoff = 2.739(CFS) for 1.000(Ac.)
Total runoff = 5.083(CFS) Total area = 1.600(Ac.)
Street flow at end of street = 5.083(CFS)
Half street flow at end of street = 2.542(CFS)
Depth of flow = 0.373(Ft.), Average velocity = 1.546(Ft/s) Flow width (from curb towards crown)= 12.319(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 43.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Item Number: 1.

Page 1881 of 2902 ends

12 ______________________________________________________________________ Upstream point/station elevation = 651.500(Ft.)
Downstream point/station elevation = 651.000(Ft.)
Pipe length = 120.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.083(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 5.083(CFS)
Normal flow depth in pipe = 11.63(In.)
Flow top width inside pipe = 17.22(In.)
Critical Depth = 10.42(In.)
Pipe flow velocity = 4.21(Ft/s)
Travel time through pipe = 0.48 min.

Time of concentration (TC) = 20.51 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 43.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.857
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 20.51 min.

Rainfall intensity = 3.150(In/Hr) for a 100.0 year storm Subarea runoff = 4.051(CFS) for 1.500(Ac.)
Total runoff = 9.134(CFS) Total area = 3.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 651.000(Ft.)
Downstream point/station elevation = 625.000(Ft.)
Pipe length = 870.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.134(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 9.134(CFS)
Normal flow depth in pipe = 10.31(In.)
Flow top width inside pipe = 13.91(In.)
Critical Depth = 13.91(In.)
Pipe flow velocity = 10.15(Ft/s)
Travel time through pipe = 1.43 min.

Time of concentration (TC) = 21.93 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 44.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ UNDEVELOPED (fair cover) subarea
Runoff Coefficient = 0.625
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
RI index for soil(AMC 2) = 50.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 21.93 min.

Rainfall intensity = 3.029(In/Hr) for a 100.0 year storm Subarea runoff = 3.976(CFS) for 2.100(Ac.)
Total runoff = 13.110(CFS) Total area = 5.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 45.000 Item Number: 1.

Page 1882 of 2902 ends

13 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 625.000(Ft.)
Downstream point/station elevation = 624.500(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.110(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 13.110(CFS)
Normal flow depth in pipe = 13.45(In.)
Flow top width inside pipe = 20.15(In.)
Critical Depth = 16.18(In.)
Pipe flow velocity = 8.06(Ft/s)
Travel time through pipe = 0.08 min.

Time of concentration (TC) = 22.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 45.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.856
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 22.02 min.

Rainfall intensity = 3.023(In/Hr) for a 100.0 year storm Subarea runoff = 1.812(CFS) for 0.700(Ac.)
Total runoff = 14.922(CFS) Total area = 5.900(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 624.500(Ft.)
Downstream point/station elevation = 620.000(Ft.)
Pipe length = 165.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.922(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 14.922(CFS)
Normal flow depth in pipe = 12.87(In.)
Flow top width inside pipe = 16.25(In.)
Critical Depth = 16.85(In.)
Pipe flow velocity = 11.04(Ft/s)
Travel time through pipe = 0.25 min.

Time of concentration (TC) = 22.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 5.900(Ac.)
Runoff from this stream = 14.922(CFS)
Time of concentration = 22.27 min.

Rainfall intensity = 3.003(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 651.000(Ft.)
Bottom (of initial area) elevation = 645.000(Ft.)
Difference in elevation = 6.000(Ft.)
Item Number: 1.

Page 1883 of 2902 ends

14 Slope = 0.02400 s(percent)= 2.40
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.758 min.

Rainfall intensity = 6.581(In/Hr) for a 100.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.873
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.298(CFS)
Total initial stream area = 0.400(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 645.000(Ft.)
Downstream point/station elevation = 643.000(Ft.)
Pipe length = 220.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.298(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.298(CFS)
Normal flow depth in pipe = 7.23(In.)
Flow top width inside pipe = 11.74(In.)
Critical Depth = 7.78(In.)
Pipe flow velocity = 4.64(Ft/s)
Travel time through pipe = 0.79 min.

Time of concentration (TC) = 6.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 52.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.871
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.55 min.

Rainfall intensity = 6.108(In/Hr) for a 100.0 year storm Subarea runoff = 26.615(CFS) for 5.000(Ac.)
Total runoff = 28.913(CFS) Total area = 5.400(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 643.000(Ft.)
Downstream point/station elevation = 642.500(Ft.)
Pipe length = 85.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 28.913(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 28.913(CFS)
Normal flow depth in pipe = 22.64(In.)
Flow top width inside pipe = 25.82(In.)
Critical Depth = 22.01(In.)
Pipe flow velocity = 7.27(Ft/s)
Travel time through pipe = 0.19 min.

Time of concentration (TC) = 6.74 min.

Item Number: 1.

Page 1884 of 2902 ends

15 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 53.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.871
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.74 min.

Rainfall intensity = 6.005(In/Hr) for a 100.0 year storm Subarea runoff = 12.032(CFS) for 2.300(Ac.)
Total runoff = 40.945(CFS) Total area = 7.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 642.500(Ft.)
Downstream point/station elevation = 641.500(Ft.)
Pipe length = 600.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 40.945(CFS)
Nearest computed pipe diameter = 42.00(In.)
Calculated individual pipe flow = 40.945(CFS)
Normal flow depth in pipe = 34.31(In.)
Flow top width inside pipe = 32.48(In.)
Critical Depth = 23.89(In.)
Pipe flow velocity = 4.87(Ft/s)
Travel time through pipe = 2.05 min.

Time of concentration (TC) = 8.80 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 54.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.868
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 8.80 min.

Rainfall intensity = 5.146(In/Hr) for a 100.0 year storm Subarea runoff = 13.402(CFS) for 3.000(Ac.)
Total runoff = 54.347(CFS) Total area = 10.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 641.500(Ft.)
Downstream point/station elevation = 640.500(Ft.)
Pipe length = 600.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 54.347(CFS)
Nearest computed pipe diameter = 48.00(In.)
Calculated individual pipe flow = 54.347(CFS)
Normal flow depth in pipe = 36.52(In.)
Flow top width inside pipe = 40.96(In.)
Critical Depth = 26.59(In.)
Pipe flow velocity = 5.30(Ft/s)
Travel time through pipe = 1.89 min.

Time of concentration (TC) = 10.68 min.

Item Number: 1.

Page 1885 of 2902 ends

16 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.866
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 10.68 min.

Rainfall intensity = 4.598(In/Hr) for a 100.0 year storm Subarea runoff = 11.941(CFS) for 3.000(Ac.)
Total runoff = 66.288(CFS) Total area = 13.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 640.500(Ft.)
Downstream point/station elevation = 640.000(Ft.)
Pipe length = 360.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 66.288(CFS)
Nearest computed pipe diameter = 51.00(In.)
Calculated individual pipe flow = 66.288(CFS)
Normal flow depth in pipe = 44.81(In.)
Flow top width inside pipe = 33.30(In.)
Critical Depth = 28.97(In.)
Pipe flow velocity = 5.02(Ft/s)
Travel time through pipe = 1.20 min.

Time of concentration (TC) = 11.88 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 56.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.864
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 11.88 min.

Rainfall intensity = 4.323(In/Hr) for a 100.0 year storm Subarea runoff = 23.544(CFS) for 6.300(Ac.)
Total runoff = 89.831(CFS) Total area = 20.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 56.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.864
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 11.88 min.

Rainfall intensity = 4.323(In/Hr) for a 100.0 year storm Subarea runoff = 6.727(CFS) for 1.800(Ac.)
Total runoff = 96.558(CFS) Total area = 21.800(Ac.)
Item Number: 1.

Page 1886 of 2902 ends

17 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 640.000(Ft.)
Downstream point/station elevation = 638.000(Ft.)
Pipe length = 970.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 96.558(CFS)
Nearest computed pipe diameter = 57.00(In.)
Calculated individual pipe flow = 96.558(CFS)
Normal flow depth in pipe = 43.78(In.)
Flow top width inside pipe = 48.11(In.)
Critical Depth = 34.07(In.)
Pipe flow velocity = 6.62(Ft/s)
Travel time through pipe = 2.44 min.

Time of concentration (TC) = 14.32 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 57.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.862
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 14.32 min.

Rainfall intensity = 3.879(In/Hr) for a 100.0 year storm Subarea runoff = 4.347(CFS) for 1.300(Ac.)
Total runoff = 100.905(CFS) Total area = 23.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 58.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 638.000(Ft.)
Downstream point/station elevation = 637.500(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 100.905(CFS)
Nearest computed pipe diameter = 42.00(In.)
Calculated individual pipe flow = 100.905(CFS)
Normal flow depth in pipe = 34.50(In.)
Flow top width inside pipe = 32.17(In.)
Critical Depth = 36.95(In.)
Pipe flow velocity = 11.92(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 14.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 58.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.862
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 14.39 min.

Rainfall intensity = 3.868(In/Hr) for a 100.0 year storm Subarea runoff = 2.000(CFS) for 0.600(Ac.)
Item Number: 1.

Page 1887 of 2902 ends

18 Total runoff = 102.905(CFS) Total area = 23.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 58.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.862
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 14.39 min.

Rainfall intensity = 3.868(In/Hr) for a 100.0 year storm Subarea runoff = 0.667(CFS) for 0.200(Ac.)
Total runoff = 103.572(CFS) Total area = 23.900(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 59.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 637.500(Ft.)
Downstream point/station elevation = 637.000(Ft.)
Pipe length = 110.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 103.572(CFS)
Nearest computed pipe diameter = 51.00(In.)
Calculated individual pipe flow = 103.572(CFS)
Normal flow depth in pipe = 38.16(In.)
Flow top width inside pipe = 44.28(In.)
Critical Depth = 36.46(In.)
Pipe flow velocity = 9.09(Ft/s)
Travel time through pipe = 0.20 min.

Time of concentration (TC) = 14.59 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Point/Station 59.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.862
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 14.59 min.

Rainfall intensity = 3.837(In/Hr) for a 100.0 year storm Subarea runoff = 52.574(CFS) for 15.900(Ac.)
Total runoff = 156.146(CFS) Total area = 39.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 637.000(Ft.)
Downstream point/station elevation = 620.000(Ft.)
Pipe length = 220.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 156.146(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 156.146(CFS)
Normal flow depth in pipe = 29.44(In.)
Flow top width inside pipe = 20.48(In.)
Critical depth could not be calculated.

Pipe flow velocity = 27.90(Ft/s)
Item Number: 1.

Page 1888 of 2902 ends

19 Travel time through pipe = 0.13 min.

Time of concentration (TC) = 14.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 39.800(Ac.)
Runoff from this stream = 156.146(CFS)
Time of concentration = 14.73 min.

Rainfall intensity = 3.817(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 14.922 22.27 3.003
2 156.146 14.73 3.817
Largest stream flow has longer or shorter time of concentration Qp = 156.146 + sum of
Qa Tb/Ta

14.922 * 0.661 = 9.869
Qp = 166.015
Total of 2 streams to confluence:

Flow rates before confluence point:

14.922 156.146
Area of streams before confluence:

5.900 39.800
Results of confluence:

Total flow rate = 166.015(CFS)
Time of concentration = 14.726 min.

Effective stream area after confluence = 45.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 620.000(Ft.)
Downstream point elevation = 619.000(Ft.)
Channel length thru subarea = 260.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 168.068(CFS) Manning's 'N' = 0.030
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 168.068(CFS)
Depth of flow = 1.038(Ft.), Average velocity = 2.989(Ft/s) Channel flow top width = 58.305(Ft.)
Flow Velocity = 2.99(Ft/s)
Travel time = 1.45 min.

Time of concentration = 16.18 min.

Sub-Channel No. 1 Critical depth = 0.695(Ft.)
' ' ' Critical flow top width = 55.563(Ft.)
' ' ' Critical flow velocity= 4.580(Ft/s)
' ' ' Critical flow area = 36.699(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (fair cover) subarea
Runoff Coefficient = 0.657
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
RI index for soil(AMC 2) = 50.00
Item Number: 1.

Page 1889 of 2902 ends

20 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.615(In/Hr) for a 100.0 year storm Subarea runoff = 4.040(CFS) for 1.700(Ac.)
Total runoff = 170.055(CFS) Total area = 47.400(Ac.)
Depth of flow = 1.045(Ft.), Average velocity = 3.002(Ft/s) Sub-Channel No. 1 Critical depth = 0.695(Ft.)
' ' ' Critical flow top width = 55.563(Ft.)
' ' ' Critical flow velocity= 4.634(Ft/s)
' ' ' Critical flow area = 36.699(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 619.000(Ft.)
Downstream point elevation = 618.000(Ft.)
Channel length thru subarea = 120.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 176.233(CFS) Manning's 'N' = 0.015
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 176.233(CFS)
Depth of flow = 0.563(Ft.), Average velocity = 5.987(Ft/s) Channel flow top width = 54.507(Ft.)
Flow Velocity = 5.99(Ft/s)
Travel time = 0.33 min.

Time of concentration = 16.51 min.

Sub-Channel No. 1 Critical depth = 0.711(Ft.)
' ' ' Critical flow top width = 55.688(Ft.)
' ' ' Critical flow velocity= 4.691(Ft/s)
' ' ' Critical flow area = 37.569(Sq.Ft)
Adding area flow to channel
COMMERCIAL subarea type
Runoff Coefficient = 0.860
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.572(In/Hr) for a 100.0 year storm Subarea runoff = 12.291(CFS) for 4.000(Ac.)
Total runoff = 182.346(CFS) Total area = 51.400(Ac.)
Depth of flow = 0.575(Ft.), Average velocity = 6.065(Ft/s) Sub-Channel No. 1 Critical depth = 0.734(Ft.)
' ' ' Critical flow top width = 55.875(Ft.)
' ' ' Critical flow velocity= 4.690(Ft/s)
' ' ' Critical flow area = 38.876(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 63.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 618.000(Ft.)
Downstream point elevation = 610.000(Ft.)
Channel length thru subarea = 630.000(Ft.)
Channel base width = 100.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 189.013(CFS) Manning's 'N' = 0.030
Item Number: 1.

Page 1890 of 2902 ends

21 Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 189.013(CFS)
Depth of flow = 0.520(Ft.), Average velocity = 3.559(Ft/s) Channel flow top width = 104.162(Ft.)
Flow Velocity = 3.56(Ft/s)
Travel time = 2.95 min.

Time of concentration = 19.46 min.

Sub-Channel No. 1 Critical depth = 0.477(Ft.)
' ' ' Critical flow top width = 103.813(Ft.)
' ' ' Critical flow velocity= 3.892(Ft/s)
' ' ' Critical flow area = 48.565(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (fair cover) subarea
Runoff Coefficient = 0.638
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
RI index for soil(AMC 2) = 50.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.247(In/Hr) for a 100.0 year storm Subarea runoff = 13.260(CFS) for 6.400(Ac.)
Total runoff = 195.606(CFS) Total area = 57.800(Ac.)
Depth of flow = 0.531(Ft.), Average velocity = 3.607(Ft/s) Sub-Channel No. 1 Critical depth = 0.488(Ft.)
' ' ' Critical flow top width = 103.906(Ft.)
' ' ' Critical flow velocity= 3.929(Ft/s)
' ' ' Critical flow area = 49.782(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.858
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 19.46 min.

Rainfall intensity = 3.247(In/Hr) for a 100.0 year storm Subarea runoff = 47.925(CFS) for 17.200(Ac.)
Total runoff = 243.531(CFS) Total area = 75.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Runoff Coefficient = 0.858
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
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 19.46 min.

Rainfall intensity = 3.247(In/Hr) for a 100.0 year storm Subarea runoff = 3.622(CFS) for 1.300(Ac.)
Total runoff = 247.153(CFS) Total area = 76.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Item Number: 1.

Page 1891 of 2902 ends

22 Process from Point/Station 63.000 to Point/Station 70.000 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 610.000(Ft.)
Downstream point elevation = 609.500(Ft.)
Channel length thru subarea = 100.000(Ft.)
Channel base width = 50.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.015
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 247.153(CFS)
Depth of flow = 0.801(Ft.), Average velocity = 5.798(Ft/s) Channel flow top width = 56.409(Ft.)
Flow Velocity = 5.80(Ft/s)
Travel time = 0.29 min.

Time of concentration = 19.75 min.

Sub-Channel No. 1 Critical depth = 0.891(Ft.)
' ' ' Critical flow top width = 57.125(Ft.)
' ' ' Critical flow velocity= 5.181(Ft/s)
' ' ' Critical flow area = 47.704(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 70.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 76.300(Ac.)
Runoff from this stream = 247.153(CFS)
Time of concentration = 19.75 min.

Rainfall intensity = 3.220(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 48.490 28.77 2.588
2 247.153 19.75 3.220
Largest stream flow has longer or shorter time of concentration Qp = 247.153 + sum of
Qa Tb/Ta

48.490 * 0.686 = 33.278
Qp = 280.431
Total of 2 main streams to confluence:

Flow rates before confluence point:

48.490 247.153
Area of streams before confluence:

16.700 76.300
Results of confluence:

Total flow rate = 280.431(CFS)
Time of concentration = 19.747 min.

Effective stream area after confluence = 93.000(Ac.)
End of computations, total study area = 93.00 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.290
Area averaged RI index number = 37.5
Item Number: 1.

Page 1892 of 2902 ends

SECTION 5

UNIT HYDROGRAPH

CALCULATIONS
Item Number: 1.

Page 1893 of 2902 ends

1 U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 02/11/25 File: 39143BC1100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6406
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Hydrology Study for TPM 39143
In the City of Desert Hot Springs
Onsite areas to Basin "C" & Basin "D"
100-year 1-hour Storm
-------------------------------------------------------------------- Drainage Area = 76.30(Ac.) = 0.119 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 76.30(Ac.) = 0.119 Sq. Mi.

Length along longest watercourse = 2975.00(Ft.)
Length along longest watercourse measured to centroid = 1500.00(Ft.) Length along longest watercourse = 0.563 Mi.

Length along longest watercourse measured to centroid = 0.284 Mi.

Difference in elevation = 46.50(Ft.)
Slope along watercourse = 82.5277 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.153 Hr.

Lag time = 9.20 Min.
25% of lag time = 2.30 Min.
40% of lag time = 3.68 Min.

Unit time = 5.00 Min.

Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

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

76.30 0.45 34.64
100 YEAR Area rainfall data:

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

76.30 1.69 128.95
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.454(In)
Area Averaged 100-Year Rainfall = 1.690(In)
Point rain (area averaged) = 1.690(In)
Areal adjustment factor = 99.93 %
Adjusted average point rain = 1.689(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

76.300 34.40 0.780
Total Area Entered = 76.30(Ac.)
Item Number: 1.

Page 1894 of 2902 ends

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

34.4 34.4 0.720 0.780 0.215 1.000 0.215
Sum (F) = 0.215
Area averaged mean soil loss (F) (In/Hr) = 0.215
Minimum soil loss rate ((In/Hr)) = 0.107
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.276
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5800 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
DESERT S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 54.374 4.601 3.538
2 0.167 108.748 30.910 23.769
3 0.250 163.122 28.680 22.054
4 0.333 217.496 12.304 9.462
5 0.417 271.870 7.165 5.509
6 0.500 326.244 4.836 3.719
7 0.583 380.619 3.226 2.480
8 0.667 434.993 2.409 1.852
9 0.750 489.367 1.769 1.360
10 0.833 543.741 1.290 0.992
11 0.917 598.115 0.817 0.628
12 1.000 652.489 0.597 0.459
13 1.083 706.863 0.650 0.500
14 1.167 761.237 0.459 0.353
15 1.250 815.611 0.287 0.221
Sum = 100.000 Sum= 76.896
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 3.60 0.730 ( 0.215) 0.201 0.528
2 0.17 4.20 0.851 0.215 ( 0.235) 0.636
3 0.25 4.40 0.892 0.215 ( 0.246) 0.677
4 0.33 4.60 0.932 0.215 ( 0.257) 0.718
5 0.42 5.00 1.013 0.215 ( 0.280) 0.799
6 0.50 5.60 1.135 0.215 ( 0.313) 0.920
7 0.58 6.40 1.297 0.215 ( 0.358) 1.082
8 0.67 8.10 1.642 0.215 ( 0.453) 1.427
9 0.75 13.10 2.655 0.215 ( 0.733) 2.440
10 0.83 34.50 6.992 0.215 ( 1.930) 6.777
11 0.92 6.70 1.358 0.215 ( 0.375) 1.143
12 1.00 3.80 0.770 ( 0.215) 0.213 0.558
(Loss Rate Not Used)
Sum = 100.0 Sum = 17.7
Flood volume = Effective rainfall 1.48(In)
times area 76.3(Ac.)/[(In)/(Ft.)] = 9.4(Ac.Ft)
Total soil loss = 0.21(In)
Total soil loss = 1.357(Ac.Ft)
Total rainfall = 1.69(In)
Flood volume = 408651.0 Cubic Feet
Total soil loss = 59103.0 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 247.149(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Item Number: 1.

Page 1895 of 2902 ends

3 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 75.0 150.0 225.0 300.0
----------------------------------------------------------------------- 0+ 5 0.0129 1.87 Q | | | |
0+10 0.1149 14.81 VQ | | | |
0+15 0.3159 29.19 |V Q | | | |
0+20 0.5755 37.69 | V Q | | | |
0+25 0.8769 43.77 | V Q | | | |
0+30 1.2210 49.97 | VQ | | | |
0+35 1.6173 57.54 | VQ | | | |
0+40 2.0835 67.69 | VQ| | | |
0+45 2.6745 85.81 | |Q | | |
0+50 3.6126 136.22 | | V Q | | |
0+55 5.3147 247.15 | | | V | Q |
1+ 0 6.8281 219.74 | | | Q| |
1+ 5 7.7136 128.57 | | Q | | V |
1+10 8.2537 78.42 | Q | | V |
1+15 8.5938 49.39 | Q | | | V |
1+20 8.8236 33.37 | Q | | | V |
1+25 8.9897 24.11 | Q | | | V |
1+30 9.1098 17.44 | Q | | | V |
1+35 9.1962 12.54 |Q | | | V|
1+40 9.2553 8.57 |Q | | | V|
1+45 9.2990 6.35 Q | | | V|
1+50 9.3365 5.44 Q | | | V|
1+55 9.3624 3.76 Q | | | V|
2+ 0 9.3774 2.18 Q | | | V|
2+ 5 9.3805 0.45 Q | | | V|
2+10 9.3813 0.12 Q | | | V
----------------------------------------------------------------------- Item Number: 1.

Page 1896 of 2902 ends

1 U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 02/11/25 File: 39143BC24100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6406
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Hydrology Study for TPM 39143
In the City of Desert Hot Springs
Onsite areas to Basin "C" & Basin "D"
100-year 1-hour Storm
-------------------------------------------------------------------- Drainage Area = 76.30(Ac.) = 0.119 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 76.30(Ac.) = 0.119 Sq. Mi.

Length along longest watercourse = 2975.00(Ft.)
Length along longest watercourse measured to centroid = 1500.00(Ft.) Length along longest watercourse = 0.563 Mi.

Length along longest watercourse measured to centroid = 0.284 Mi.

Difference in elevation = 46.50(Ft.)
Slope along watercourse = 82.5277 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.153 Hr.

Lag time = 9.20 Min.
25% of lag time = 2.30 Min.
40% of lag time = 3.68 Min.

Unit time = 15.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

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

76.30 1.47 112.16
100 YEAR Area rainfall data:

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

76.30 5.12 390.66
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.470(In)
Area Averaged 100-Year Rainfall = 5.120(In)
Point rain (area averaged) = 5.120(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 5.119(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

76.300 34.40 0.780
Total Area Entered = 76.30(Ac.)
Item Number: 1.

Page 1897 of 2902 ends

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

34.4 34.4 0.720 0.780 0.215 1.000 0.215
Sum (F) = 0.215
Area averaged mean soil loss (F) (In/Hr) = 0.215
Minimum soil loss rate ((In/Hr)) = 0.107
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.276
--------------------------------------------------------------------- U n i t H y d r o g r a p h
DESERT S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.250 163.122 34.768 26.735
2 0.500 326.244 48.116 37.000
3 0.750 489.367 11.033 8.484
4 1.000 652.489 4.016 3.088
5 1.250 815.611 2.067 1.589
Sum = 100.000 Sum= 76.896
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.25 0.20 0.041 ( 0.379) 0.011 0.030
2 0.50 0.30 0.061 ( 0.375) 0.017 0.044
3 0.75 0.30 0.061 ( 0.370) 0.017 0.044
4 1.00 0.40 0.082 ( 0.366) 0.023 0.059
5 1.25 0.30 0.061 ( 0.362) 0.017 0.044
6 1.50 0.30 0.061 ( 0.357) 0.017 0.044
7 1.75 0.30 0.061 ( 0.353) 0.017 0.044
8 2.00 0.40 0.082 ( 0.349) 0.023 0.059
9 2.25 0.40 0.082 ( 0.345) 0.023 0.059
10 2.50 0.40 0.082 ( 0.340) 0.023 0.059
11 2.75 0.50 0.102 ( 0.336) 0.028 0.074
12 3.00 0.50 0.102 ( 0.332) 0.028 0.074
13 3.25 0.50 0.102 ( 0.328) 0.028 0.074
14 3.50 0.50 0.102 ( 0.324) 0.028 0.074
15 3.75 0.50 0.102 ( 0.320) 0.028 0.074
16 4.00 0.60 0.123 ( 0.316) 0.034 0.089
17 4.25 0.60 0.123 ( 0.312) 0.034 0.089
18 4.50 0.70 0.143 ( 0.308) 0.040 0.104
19 4.75 0.70 0.143 ( 0.304) 0.040 0.104
20 5.00 0.80 0.164 ( 0.300) 0.045 0.119
21 5.25 0.60 0.123 ( 0.296) 0.034 0.089
22 5.50 0.70 0.143 ( 0.292) 0.040 0.104
23 5.75 0.80 0.164 ( 0.288) 0.045 0.119
24 6.00 0.80 0.164 ( 0.285) 0.045 0.119
25 6.25 0.90 0.184 ( 0.281) 0.051 0.133
26 6.50 0.90 0.184 ( 0.277) 0.051 0.133
27 6.75 1.00 0.205 ( 0.273) 0.057 0.148
28 7.00 1.00 0.205 ( 0.270) 0.057 0.148
29 7.25 1.00 0.205 ( 0.266) 0.057 0.148
30 7.50 1.10 0.225 ( 0.262) 0.062 0.163
31 7.75 1.20 0.246 ( 0.259) 0.068 0.178
32 8.00 1.30 0.266 ( 0.255) 0.073 0.193
33 8.25 1.50 0.307 ( 0.252) 0.085 0.222
34 8.50 1.50 0.307 ( 0.248) 0.085 0.222
35 8.75 1.60 0.328 ( 0.245) 0.090 0.237
36 9.00 1.70 0.348 ( 0.241) 0.096 0.252
37 9.25 1.90 0.389 ( 0.238) 0.107 0.282
Item Number: 1.

Page 1898 of 2902 ends

3 38 9.50 2.00 0.410 ( 0.234) 0.113 0.297
39 9.75 2.10 0.430 ( 0.231) 0.119 0.311
40 10.00 2.20 0.450 ( 0.228) 0.124 0.326
41 10.25 1.50 0.307 ( 0.225) 0.085 0.222
42 10.50 1.50 0.307 ( 0.221) 0.085 0.222
43 10.75 2.00 0.410 ( 0.218) 0.113 0.297
44 11.00 2.00 0.410 ( 0.215) 0.113 0.297
45 11.25 1.90 0.389 ( 0.212) 0.107 0.282
46 11.50 1.90 0.389 ( 0.209) 0.107 0.282
47 11.75 1.70 0.348 ( 0.205) 0.096 0.252
48 12.00 1.80 0.369 ( 0.202) 0.102 0.267
49 12.25 2.50 0.512 ( 0.199) 0.141 0.371
50 12.50 2.60 0.532 ( 0.196) 0.147 0.385
51 12.75 2.80 0.573 ( 0.193) 0.158 0.415
52 13.00 2.90 0.594 ( 0.191) 0.164 0.430
53 13.25 3.40 0.696 0.188 ( 0.192) 0.509
54 13.50 3.40 0.696 0.185 ( 0.192) 0.511
55 13.75 2.30 0.471 ( 0.182) 0.130 0.341
56 14.00 2.30 0.471 ( 0.179) 0.130 0.341
57 14.25 2.70 0.553 ( 0.177) 0.153 0.400
58 14.50 2.60 0.532 ( 0.174) 0.147 0.385
59 14.75 2.60 0.532 ( 0.171) 0.147 0.385
60 15.00 2.50 0.512 ( 0.169) 0.141 0.371
61 15.25 2.40 0.491 ( 0.166) 0.136 0.356
62 15.50 2.30 0.471 ( 0.163) 0.130 0.341
63 15.75 1.90 0.389 ( 0.161) 0.107 0.282
64 16.00 1.90 0.389 ( 0.158) 0.107 0.282
65 16.25 0.40 0.082 ( 0.156) 0.023 0.059
66 16.50 0.40 0.082 ( 0.154) 0.023 0.059
67 16.75 0.30 0.061 ( 0.151) 0.017 0.044
68 17.00 0.30 0.061 ( 0.149) 0.017 0.044
69 17.25 0.50 0.102 ( 0.147) 0.028 0.074
70 17.50 0.50 0.102 ( 0.145) 0.028 0.074
71 17.75 0.50 0.102 ( 0.142) 0.028 0.074
72 18.00 0.40 0.082 ( 0.140) 0.023 0.059
73 18.25 0.40 0.082 ( 0.138) 0.023 0.059
74 18.50 0.40 0.082 ( 0.136) 0.023 0.059
75 18.75 0.30 0.061 ( 0.134) 0.017 0.044
76 19.00 0.20 0.041 ( 0.132) 0.011 0.030
77 19.25 0.30 0.061 ( 0.130) 0.017 0.044
78 19.50 0.40 0.082 ( 0.129) 0.023 0.059
79 19.75 0.30 0.061 ( 0.127) 0.017 0.044
80 20.00 0.20 0.041 ( 0.125) 0.011 0.030
81 20.25 0.30 0.061 ( 0.124) 0.017 0.044
82 20.50 0.30 0.061 ( 0.122) 0.017 0.044
83 20.75 0.30 0.061 ( 0.120) 0.017 0.044
84 21.00 0.20 0.041 ( 0.119) 0.011 0.030
85 21.25 0.30 0.061 ( 0.118) 0.017 0.044
86 21.50 0.20 0.041 ( 0.116) 0.011 0.030
87 21.75 0.30 0.061 ( 0.115) 0.017 0.044
88 22.00 0.20 0.041 ( 0.114) 0.011 0.030
89 22.25 0.30 0.061 ( 0.113) 0.017 0.044
90 22.50 0.20 0.041 ( 0.112) 0.011 0.030
91 22.75 0.20 0.041 ( 0.111) 0.011 0.030
92 23.00 0.20 0.041 ( 0.110) 0.011 0.030
93 23.25 0.20 0.041 ( 0.109) 0.011 0.030
94 23.50 0.20 0.041 ( 0.108) 0.011 0.030
95 23.75 0.20 0.041 ( 0.108) 0.011 0.030
96 24.00 0.20 0.041 ( 0.107) 0.011 0.030
(Loss Rate Not Used)
Sum = 100.0 Sum = 14.8
Flood volume = Effective rainfall 3.71(In)
times area 76.3(Ac.)/[(In)/(Ft.)] = 23.6(Ac.Ft)
Total soil loss = 1.41(In)
Total soil loss = 8.965(Ac.Ft)
Total rainfall = 5.12(In)
Flood volume = 1027357.2 Cubic Feet
Total soil loss = 390512.8 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 38.050(CFS)
-------------------------------------------------------------------- Item Number: 1.

Page 1899 of 2902 ends

4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 15 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0
----------------------------------------------------------------------- 0+15 0.0164 0.79 Q | | | |
0+30 0.0636 2.29 V Q | | | |
0+45 0.1274 3.09 V Q | | | |
1+ 0 0.2039 3.70 V Q | | | |
1+15 0.2855 3.95 V Q | | | |
1+30 0.3588 3.55 V Q | | | |
1+45 0.4304 3.47 V Q | | | |
2+ 0 0.5098 3.84 V Q | | | |
2+15 0.6000 4.37 V Q | | | |
2+30 0.6929 4.49 |V Q | | | |
2+45 0.7948 4.94 |V Q | | | |
3+ 0 0.9086 5.51 |V Q | | | |
3+15 1.0250 5.63 |V Q | | | |
3+30 1.1424 5.68 |V Q | | | |
3+45 1.2602 5.70 | V Q | | | |
4+ 0 1.3862 6.10 | V Q | | | |
4+15 1.5236 6.65 | V Q | | | |
4+30 1.6717 7.17 | V Q | | | |
4+45 1.8322 7.77 | V Q | | | |
5+ 0 2.0039 8.31 | V Q | | | |
5+15 2.1715 8.11 | V Q | | | |
5+30 2.3278 7.56 | V Q | | | |
5+45 2.4993 8.30 | V Q | | | |
6+ 0 2.6833 8.91 | V Q | | | |
6+15 2.8781 9.43 | V Q| | | |
6+30 3.0857 10.05 | V Q | | |
6+45 3.3045 10.59 | V Q | | |
7+ 0 3.5357 11.19 | V |Q | | |
7+15 3.7699 11.34 | V |Q | | |
7+30 4.0133 11.78 | V |Q | | |
7+45 4.2766 12.75 | V | Q | | |
8+ 0 4.5622 13.82 | V | Q | | |
8+15 4.8790 15.33 | V | Q | | |
8+30 5.2225 16.63 | V | Q | | |
8+45 5.5808 17.34 | V| Q | | |
9+ 0 5.9610 18.40 | V Q | | |
9+15 6.3726 19.92 | V Q| | |
9+30 6.8185 21.58 | |V |Q | |
9+45 7.2907 22.85 | | V | Q | |
10+ 0 7.7873 24.04 | | V | Q | |
10+15 8.2424 22.03 | | V | Q | |
10+30 8.6223 18.38 | | V Q | | |
10+45 9.0263 19.55 | | V Q| | |
11+ 0 9.4808 22.00 | | V | Q | |
11+15 9.9368 22.07 | | V | Q | |
11+30 10.3861 21.75 | | V |Q | |
11+45 10.8189 20.95 | | V Q | |
12+ 0 11.2363 20.20 | | VQ | |
12+15 11.7167 23.25 | | V| Q | |
12+30 12.2853 27.52 | | V Q | |
12+45 12.8999 29.74 | | |V Q| |
13+ 0 13.5550 31.71 | | | V |Q |
13+15 14.2745 34.82 | | | V | Q |
13+30 15.0607 38.05 | | | V | Q |
13+45 15.7705 34.36 | | | V | Q |
14+ 0 16.3561 28.34 | | | VQ | |
14+15 16.9472 28.61 | | | Q | |
14+30 17.5648 29.89 | | | Q| |
14+45 18.1758 29.57 | | | QV |
15+ 0 18.7798 29.23 | | | Q|V |
15+15 19.3653 28.34 | | | Q | V |
15+30 19.9282 27.24 | | | Q | V |
Item Number: 1.

Page 1900 of 2902 ends

5 15+45 20.4434 24.94 | | | Q | V |
16+ 0 20.9092 22.55 | | | Q | V |
16+15 21.2402 16.02 | | Q | | V |
16+30 21.3969 7.59 | Q | | | V |
16+45 21.5045 5.21 | Q | | | V |
17+ 0 21.5866 3.97 | Q | | | V |
17+15 21.6751 4.28 | Q | | | V |
17+30 21.7853 5.34 | Q | | | V |
17+45 21.9003 5.56 | Q | | | V |
18+ 0 22.0090 5.26 | Q | | | V |
18+15 22.1073 4.76 | Q | | | V |
18+30 22.2029 4.63 | Q | | | V |
18+45 22.2895 4.19 | Q | | | V |
19+ 0 22.3560 3.22 | Q | | | V |
19+15 22.4168 2.94 | Q | | | V |
19+30 22.4936 3.72 | Q | | | V |
19+45 22.5747 3.92 | Q | | | V |
20+ 0 22.6393 3.13 | Q | | | V |
20+15 22.6996 2.92 | Q | | | V |
20+30 22.7682 3.32 | Q | | | V |
20+45 22.8380 3.38 | Q | | | V |
21+ 0 22.9000 3.00 | Q | | | V |
21+15 22.9593 2.87 | Q | | | V |
21+30 23.0192 2.90 | Q | | | V|
21+45 23.0777 2.83 | Q | | | V|
22+ 0 23.1371 2.88 | Q | | | V|
22+15 23.1955 2.83 | Q | | | V|
22+30 23.2549 2.88 | Q | | | V|
22+45 23.3051 2.43 | Q | | | V|
23+ 0 23.3532 2.33 | Q | | | V|
23+15 23.4008 2.30 | Q | | | V|
23+30 23.4480 2.28 | Q | | | V|
23+45 23.4951 2.28 | Q | | | V|
24+ 0 23.5422 2.28 | Q | | | V|
24+15 23.5730 1.49 |Q | | | V|
24+30 23.5810 0.39 Q | | | V|
24+45 23.5839 0.14 Q | | | V|
25+ 0 23.5849 0.05 Q | | | V|
----------------------------------------------------------------------- Item Number: 1.

Page 1901 of 2902 ends

1 U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 02/11/25 File: 39143d1100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6406
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Hydrology Study for TPM 39143
In the City of Desert Hot Springs
Onsite areas to Basin "D"
100-year 1-hour Storm
-------------------------------------------------------------------- Drainage Area = 12.60(Ac.) = 0.020 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 12.60(Ac.) = 0.020 Sq. Mi.

Length along longest watercourse = 1665.00(Ft.)
Length along longest watercourse measured to centroid = 800.00(Ft.) Length along longest watercourse = 0.315 Mi.

Length along longest watercourse measured to centroid = 0.152 Mi.

Difference in elevation = 11.00(Ft.)
Slope along watercourse = 34.8829 Ft./Mi.

Average Manning's 'N' = 0.040
Lag time = 0.154 Hr.

Lag time = 9.23 Min.
25% of lag time = 2.31 Min.
40% of lag time = 3.69 Min.

Unit time = 5.00 Min.

Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

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

12.60 0.45 5.72
100 YEAR Area rainfall data:

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

12.60 1.69 21.29
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.454(In)
Area Averaged 100-Year Rainfall = 1.690(In)
Point rain (area averaged) = 1.690(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 1.690(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

12.600 46.70 0.521
Total Area Entered = 12.60(Ac.)
Item Number: 1.

Page 1902 of 2902 ends

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

46.7 46.7 0.604 0.521 0.321 1.000 0.321
Sum (F) = 0.321
Area averaged mean soil loss (F) (In/Hr) = 0.321
Minimum soil loss rate ((In/Hr)) = 0.160
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.483
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5800 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
DESERT S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 54.142 4.564 0.580
2 0.167 108.284 30.689 3.897
3 0.250 162.426 28.760 3.652
4 0.333 216.568 12.350 1.568
5 0.417 270.710 7.187 0.913
6 0.500 324.852 4.856 0.617
7 0.583 378.994 3.239 0.411
8 0.667 433.136 2.420 0.307
9 0.750 487.278 1.779 0.226
10 0.833 541.420 1.302 0.165
11 0.917 595.562 0.833 0.106
12 1.000 649.704 0.592 0.075
13 1.083 703.846 0.649 0.082
14 1.167 757.988 0.473 0.060
15 1.250 812.130 0.307 0.039
Sum = 100.000 Sum= 12.698
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 3.60 0.730 0.321 ( 0.353) 0.409
2 0.17 4.20 0.852 0.321 ( 0.412) 0.531
3 0.25 4.40 0.892 0.321 ( 0.431) 0.571
4 0.33 4.60 0.933 0.321 ( 0.451) 0.612
5 0.42 5.00 1.014 0.321 ( 0.490) 0.693
6 0.50 5.60 1.136 0.321 ( 0.549) 0.815
7 0.58 6.40 1.298 0.321 ( 0.627) 0.977
8 0.67 8.10 1.642 0.321 ( 0.794) 1.322
9 0.75 13.10 2.656 0.321 ( 1.284) 2.335
10 0.83 34.50 6.996 0.321 ( 3.380) 6.675
11 0.92 6.70 1.359 0.321 ( 0.656) 1.038
12 1.00 3.80 0.771 0.321 ( 0.372) 0.450
(Loss Rate Not Used)
Sum = 100.0 Sum = 16.4
Flood volume = Effective rainfall 1.37(In)
times area 12.6(Ac.)/[(In)/(Ft.)] = 1.4(Ac.Ft)
Total soil loss = 0.32(In)
Total soil loss = 0.337(Ac.Ft)
Total rainfall = 1.69(In)
Flood volume = 62608.1 Cubic Feet
Total soil loss = 14680.3 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 39.362(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Item Number: 1.

Page 1903 of 2902 ends

3 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0
----------------------------------------------------------------------- 0+ 5 0.0016 0.24 Q | | | |
0+10 0.0147 1.90 VQ | | | |
0+15 0.0416 3.90 |V Q | | | |
0+20 0.0771 5.16 | V Q | | | |
0+25 0.1190 6.08 | V Q | | | |
0+30 0.1675 7.04 | V Q | | | |
0+35 0.2243 8.25 | V Q | | | |
0+40 0.2925 9.89 | VQ| | | |
0+45 0.3810 12.86 | V Q | | |
0+50 0.5265 21.12 | | V |Q | |
0+55 0.7976 39.36 | | | V | Q|
1+ 0 1.0389 35.04 | | | V | Q |
1+ 5 1.1767 20.01 | | Q | V |
1+10 1.2602 12.13 | | Q | | V |
1+15 1.3133 7.71 | Q | | | V |
1+20 1.3492 5.22 | Q | | | V |
1+25 1.3753 3.78 | Q | | | V |
1+30 1.3942 2.75 | Q | | | V |
1+35 1.4078 1.98 |Q | | | V|
1+40 1.4172 1.35 |Q | | | V|
1+45 1.4240 1.00 Q | | | V|
1+50 1.4300 0.87 Q | | | V|
1+55 1.4342 0.61 Q | | | V|
2+ 0 1.4367 0.36 Q | | | V|
2+ 5 1.4372 0.07 Q | | | V|
2+10 1.4373 0.02 Q | | | V|
----------------------------------------------------------------------- Item Number: 1.

Page 1904 of 2902 ends

1 U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 02/11/25 File: 39143d24100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6406
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Hydrology Study for TPM 39143
In the City of Desert Hot Springs
Onsite areas to Basin "D"
100-year 24-hour Storm
-------------------------------------------------------------------- Drainage Area = 12.60(Ac.) = 0.020 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 12.60(Ac.) = 0.020 Sq. Mi.

Length along longest watercourse = 1665.00(Ft.)
Length along longest watercourse measured to centroid = 800.00(Ft.) Length along longest watercourse = 0.315 Mi.

Length along longest watercourse measured to centroid = 0.152 Mi.

Difference in elevation = 11.00(Ft.)
Slope along watercourse = 34.8829 Ft./Mi.

Average Manning's 'N' = 0.040
Lag time = 0.154 Hr.

Lag time = 9.23 Min.
25% of lag time = 2.31 Min.
40% of lag time = 3.69 Min.

Unit time = 15.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

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

12.60 1.47 18.52
100 YEAR Area rainfall data:

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

12.60 5.12 64.51
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.470(In)
Area Averaged 100-Year Rainfall = 5.120(In)
Point rain (area averaged) = 5.120(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 5.120(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

12.600 46.70 0.521
Total Area Entered = 12.60(Ac.)
Item Number: 1.

Page 1905 of 2902 ends

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

46.7 46.7 0.604 0.521 0.321 1.000 0.321
Sum (F) = 0.321
Area averaged mean soil loss (F) (In/Hr) = 0.321
Minimum soil loss rate ((In/Hr)) = 0.160
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.483
--------------------------------------------------------------------- U n i t H y d r o g r a p h
DESERT S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.250 162.426 34.610 4.395
2 0.500 324.852 48.163 6.116
3 0.750 487.278 11.079 1.407
4 1.000 649.704 4.048 0.514
5 1.250 812.130 2.101 0.267
Sum = 100.000 Sum= 12.698
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.25 0.20 0.041 ( 0.567) 0.020 0.021
2 0.50 0.30 0.061 ( 0.560) 0.030 0.032
3 0.75 0.30 0.061 ( 0.554) 0.030 0.032
4 1.00 0.40 0.082 ( 0.547) 0.040 0.042
5 1.25 0.30 0.061 ( 0.541) 0.030 0.032
6 1.50 0.30 0.061 ( 0.534) 0.030 0.032
7 1.75 0.30 0.061 ( 0.528) 0.030 0.032
8 2.00 0.40 0.082 ( 0.522) 0.040 0.042
9 2.25 0.40 0.082 ( 0.515) 0.040 0.042
10 2.50 0.40 0.082 ( 0.509) 0.040 0.042
11 2.75 0.50 0.102 ( 0.503) 0.049 0.053
12 3.00 0.50 0.102 ( 0.497) 0.049 0.053
13 3.25 0.50 0.102 ( 0.490) 0.049 0.053
14 3.50 0.50 0.102 ( 0.484) 0.049 0.053
15 3.75 0.50 0.102 ( 0.478) 0.049 0.053
16 4.00 0.60 0.123 ( 0.472) 0.059 0.064
17 4.25 0.60 0.123 ( 0.466) 0.059 0.064
18 4.50 0.70 0.143 ( 0.460) 0.069 0.074
19 4.75 0.70 0.143 ( 0.454) 0.069 0.074
20 5.00 0.80 0.164 ( 0.449) 0.079 0.085
21 5.25 0.60 0.123 ( 0.443) 0.059 0.064
22 5.50 0.70 0.143 ( 0.437) 0.069 0.074
23 5.75 0.80 0.164 ( 0.431) 0.079 0.085
24 6.00 0.80 0.164 ( 0.426) 0.079 0.085
25 6.25 0.90 0.184 ( 0.420) 0.089 0.095
26 6.50 0.90 0.184 ( 0.414) 0.089 0.095
27 6.75 1.00 0.205 ( 0.409) 0.099 0.106
28 7.00 1.00 0.205 ( 0.403) 0.099 0.106
29 7.25 1.00 0.205 ( 0.398) 0.099 0.106
30 7.50 1.10 0.225 ( 0.392) 0.109 0.116
31 7.75 1.20 0.246 ( 0.387) 0.119 0.127
32 8.00 1.30 0.266 ( 0.382) 0.129 0.138
33 8.25 1.50 0.307 ( 0.376) 0.148 0.159
34 8.50 1.50 0.307 ( 0.371) 0.148 0.159
35 8.75 1.60 0.328 ( 0.366) 0.158 0.169
36 9.00 1.70 0.348 ( 0.361) 0.168 0.180
37 9.25 1.90 0.389 ( 0.356) 0.188 0.201
Item Number: 1.

Page 1906 of 2902 ends

3 38 9.50 2.00 0.410 ( 0.351) 0.198 0.212
39 9.75 2.10 0.430 ( 0.346) 0.208 0.222
40 10.00 2.20 0.451 ( 0.341) 0.218 0.233
41 10.25 1.50 0.307 ( 0.336) 0.148 0.159
42 10.50 1.50 0.307 ( 0.331) 0.148 0.159
43 10.75 2.00 0.410 ( 0.326) 0.198 0.212
44 11.00 2.00 0.410 ( 0.321) 0.198 0.212
45 11.25 1.90 0.389 ( 0.316) 0.188 0.201
46 11.50 1.90 0.389 ( 0.312) 0.188 0.201
47 11.75 1.70 0.348 ( 0.307) 0.168 0.180
48 12.00 1.80 0.369 ( 0.303) 0.178 0.191
49 12.25 2.50 0.512 ( 0.298) 0.247 0.265
50 12.50 2.60 0.532 ( 0.294) 0.257 0.275
51 12.75 2.80 0.573 ( 0.289) 0.277 0.296
52 13.00 2.90 0.594 0.285 ( 0.287) 0.309
53 13.25 3.40 0.696 0.281 ( 0.336) 0.416
54 13.50 3.40 0.696 0.276 ( 0.336) 0.420
55 13.75 2.30 0.471 ( 0.272) 0.228 0.243
56 14.00 2.30 0.471 ( 0.268) 0.228 0.243
57 14.25 2.70 0.553 0.264 ( 0.267) 0.289
58 14.50 2.60 0.532 ( 0.260) 0.257 0.275
59 14.75 2.60 0.532 0.256 ( 0.257) 0.277
60 15.00 2.50 0.512 ( 0.252) 0.247 0.265
61 15.25 2.40 0.492 ( 0.248) 0.237 0.254
62 15.50 2.30 0.471 ( 0.244) 0.228 0.243
63 15.75 1.90 0.389 ( 0.241) 0.188 0.201
64 16.00 1.90 0.389 ( 0.237) 0.188 0.201
65 16.25 0.40 0.082 ( 0.233) 0.040 0.042
66 16.50 0.40 0.082 ( 0.230) 0.040 0.042
67 16.75 0.30 0.061 ( 0.226) 0.030 0.032
68 17.00 0.30 0.061 ( 0.223) 0.030 0.032
69 17.25 0.50 0.102 ( 0.219) 0.049 0.053
70 17.50 0.50 0.102 ( 0.216) 0.049 0.053
71 17.75 0.50 0.102 ( 0.213) 0.049 0.053
72 18.00 0.40 0.082 ( 0.210) 0.040 0.042
73 18.25 0.40 0.082 ( 0.207) 0.040 0.042
74 18.50 0.40 0.082 ( 0.204) 0.040 0.042
75 18.75 0.30 0.061 ( 0.201) 0.030 0.032
76 19.00 0.20 0.041 ( 0.198) 0.020 0.021
77 19.25 0.30 0.061 ( 0.195) 0.030 0.032
78 19.50 0.40 0.082 ( 0.192) 0.040 0.042
79 19.75 0.30 0.061 ( 0.190) 0.030 0.032
80 20.00 0.20 0.041 ( 0.187) 0.020 0.021
81 20.25 0.30 0.061 ( 0.185) 0.030 0.032
82 20.50 0.30 0.061 ( 0.182) 0.030 0.032
83 20.75 0.30 0.061 ( 0.180) 0.030 0.032
84 21.00 0.20 0.041 ( 0.178) 0.020 0.021
85 21.25 0.30 0.061 ( 0.176) 0.030 0.032
86 21.50 0.20 0.041 ( 0.174) 0.020 0.021
87 21.75 0.30 0.061 ( 0.172) 0.030 0.032
88 22.00 0.20 0.041 ( 0.170) 0.020 0.021
89 22.25 0.30 0.061 ( 0.168) 0.030 0.032
90 22.50 0.20 0.041 ( 0.167) 0.020 0.021
91 22.75 0.20 0.041 ( 0.165) 0.020 0.021
92 23.00 0.20 0.041 ( 0.164) 0.020 0.021
93 23.25 0.20 0.041 ( 0.163) 0.020 0.021
94 23.50 0.20 0.041 ( 0.162) 0.020 0.021
95 23.75 0.20 0.041 ( 0.161) 0.020 0.021
96 24.00 0.20 0.041 ( 0.161) 0.020 0.021
(Loss Rate Not Used)
Sum = 100.0 Sum = 10.7
Flood volume = Effective rainfall 2.68(In)
times area 12.6(Ac.)/[(In)/(Ft.)] = 2.8(Ac.Ft)
Total soil loss = 2.44(In)
Total soil loss = 2.565(Ac.Ft)
Total rainfall = 5.12(In)
Flood volume = 122424.7 Cubic Feet
Total soil loss = 111748.1 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 5.051(CFS)
-------------------------------------------------------------------- Item Number: 1.

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4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 15 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+15 0.0019 0.09 Q | | | |
0+30 0.0075 0.27 VQ | | | |
0+45 0.0150 0.36 VQ | | | |
1+ 0 0.0240 0.44 VQ | | | |
1+15 0.0336 0.47 VQ | | | |
1+30 0.0423 0.42 VQ | | | |
1+45 0.0507 0.41 VQ | | | |
2+ 0 0.0601 0.45 VQ | | | |
2+15 0.0707 0.51 VQ | | | |
2+30 0.0816 0.53 |VQ | | | |
2+45 0.0937 0.58 |VQ | | | |
3+ 0 0.1071 0.65 |VQ | | | |
3+15 0.1208 0.66 |VQ | | | |
3+30 0.1346 0.67 |VQ | | | |
3+45 0.1485 0.67 | Q | | | |
4+ 0 0.1634 0.72 | Q | | | |
4+15 0.1796 0.78 | VQ | | | |
4+30 0.1970 0.85 | VQ | | | |
4+45 0.2159 0.92 | Q | | | |
5+ 0 0.2362 0.98 | Q | | | |
5+15 0.2559 0.96 | Q | | | |
5+30 0.2744 0.89 | Q | | | |
5+45 0.2946 0.98 | QV | | | |
6+ 0 0.3163 1.05 | Q | | | |
6+15 0.3392 1.11 | Q | | | |
6+30 0.3637 1.18 | QV | | | |
6+45 0.3895 1.25 | QV | | | |
7+ 0 0.4167 1.32 | Q | | | |
7+15 0.4443 1.34 | QV | | | |
7+30 0.4730 1.39 | QV | | | |
7+45 0.5041 1.50 | QV | | | |
8+ 0 0.5377 1.63 | QV | | | |
8+15 0.5751 1.81 | QV | | | |
8+30 0.6155 1.96 | QV | | | |
8+45 0.6578 2.04 | QV| | | |
9+ 0 0.7026 2.17 | QV| | | |
9+15 0.7511 2.35 | QV | | |
9+30 0.8037 2.54 | QV | | |
9+45 0.8593 2.69 | Q V | | |
10+ 0 0.9178 2.83 | |Q V | | |
10+15 0.9715 2.60 | Q V | | |
10+30 1.0163 2.17 | Q | V | | |
10+45 1.0639 2.30 | Q| V | | |
11+ 0 1.1175 2.59 | Q V | | |
11+15 1.1713 2.60 | Q V | | |
11+30 1.2242 2.56 | Q V | | |
11+45 1.2753 2.47 | Q| V | | |
12+ 0 1.3245 2.38 | Q| V | | |
12+15 1.3811 2.74 | Q V| | |
12+30 1.4481 3.24 | | Q V | |
12+45 1.5205 3.51 | | Q V | |
13+ 0 1.5979 3.75 | | Q | V | |
13+15 1.6878 4.35 | | Q | V | |
13+30 1.7921 5.05 | | Q V | |
13+45 1.8844 4.46 | | Q | V | |
14+ 0 1.9556 3.45 | | Q | V | |
14+15 2.0265 3.43 | | Q | V | |
14+30 2.1000 3.56 | | Q | V| |
14+45 2.1722 3.50 | | Q | V |
15+ 0 2.2437 3.46 | | Q | |V |
15+15 2.3128 3.34 | | Q | | V |
15+30 2.3791 3.21 | | Q | | V |
Item Number: 1.

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5 15+45 2.4399 2.94 | |Q | | V |
16+ 0 2.4948 2.66 | Q | | V |
16+15 2.5339 1.89 | Q | | | V |
16+30 2.5525 0.90 | Q | | | V |
16+45 2.5652 0.62 | Q | | | V |
17+ 0 2.5749 0.47 |Q | | | V |
17+15 2.5853 0.50 | Q | | | V |
17+30 2.5983 0.63 | Q | | | V |
17+45 2.6118 0.66 | Q | | | V |
18+ 0 2.6246 0.62 | Q | | | V |
18+15 2.6362 0.56 | Q | | | V |
18+30 2.6475 0.55 | Q | | | V |
18+45 2.6577 0.49 |Q | | | V |
19+ 0 2.6656 0.38 |Q | | | V |
19+15 2.6728 0.35 |Q | | | V |
19+30 2.6818 0.44 |Q | | | V |
19+45 2.6914 0.46 |Q | | | V |
20+ 0 2.6990 0.37 |Q | | | V |
20+15 2.7061 0.34 |Q | | | V |
20+30 2.7142 0.39 |Q | | | V |
20+45 2.7224 0.40 |Q | | | V |
21+ 0 2.7297 0.35 |Q | | | V |
21+15 2.7367 0.34 |Q | | | V |
21+30 2.7438 0.34 |Q | | | V|
21+45 2.7507 0.33 |Q | | | V|
22+ 0 2.7577 0.34 |Q | | | V|
22+15 2.7646 0.33 |Q | | | V|
22+30 2.7716 0.34 |Q | | | V|
22+45 2.7775 0.29 |Q | | | V|
23+ 0 2.7832 0.27 |Q | | | V|
23+15 2.7888 0.27 |Q | | | V|
23+30 2.7943 0.27 |Q | | | V|
23+45 2.7999 0.27 |Q | | | V|
24+ 0 2.8054 0.27 |Q | | | V|
24+15 2.8091 0.18 Q | | | V|
24+30 2.8100 0.05 Q | | | V|
24+45 2.8104 0.02 Q | | | V|
25+ 0 2.8105 0.01 Q | | | V
----------------------------------------------------------------------- Item Number: 1.

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SECTION 6

INFILTRATION BASIN SIZING

CALCULATIONS
Item Number: 1.

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Area 10-year 100-year Area 10-year 100-year Area 10-year 100-year (ac) (cfs) (cfs) (ac) (cfs) (cfs) (ac) (cfs) (cfs)
A 93.0 100.1 212.1 A 93.0 146.5 280.4 0.0 46.4 68.3
Total 93.0 100.1 212.1 Total 93.0 146.5 280.4 0.0 46.4 68.3 Note:

The proposed onsite basins will be proposed to collect and infiltrate the 100-year 24-hour storm volumes TPM 39143 in City of Desert Hot Springs, Riverside County TABLE 3 SUMMARY OF HYDROLOGY ANALYSIS
Drainage
Area Drainage Area
Existing (1) Proposed (2) Difference (3) = (2) - (1)
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(ac) (ac-ft) (ac-ft) (ac-ft)
B & C 76.3 9.3813 23.5849 40.37
D 12.6 1.4373 2.8105 3.16
Infiltration
Basin
1-HR Unit
Hydrograph
24-HR Unit
Hydrograph
Basin
VolumeProvided Area
TABLE 4 SUMMARY OF UNIT HYDROGRAPH ANALYSIS AND INFILTRATION BASINS TPM 39143 in City of Desert Hot Springs, Riverside County Item Number: 1.

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F:\1376\Engineering\SY_Hydrology\ Page 1
Provided Volume for Basin "B"
Designer: G. Guan
Project: TPM 39143
Location: City of Desert Hot Springs, Riverside County
Date: 2/17/2025
Elevation Depthincremental Depthcumulative Area Areaaverage (ft) (ft) (ft) (ft2
) (ft2) (ft3) (ac-ft) (ft3) (ac-ft)
620.00 15700 0 0

5.00 23350 116750 2.680
625.00 5.00 31000 116750 2.68

3.00 36000 108000 2.479
628.00 8.00 41000 224750 5.16
(Spillway to Basin "C")
Note:

Basin "B" and Basin "C" will be used for onsite tributary infiltration.

Volumeincremental Volumecumulative
2/17/2025
Item Number: 1.

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F:\1376\Engineering\SY_Hydrology\ Page 1
Provided Volume for Basin "C"
Designer: G. Guan
Project: TPM 39143
Location: City of Desert Hot Springs, Riverside County
Date: 2/17/2025
Elevation Depthincremental Depthcumulative Area Areaaverage (ft) (ft) (ft) (ft2
) (ft2) (ft3) (ac-ft) (ft3) (ac-ft)
610.00 97700 0 0

5.00 116300 581500 13.349
615.00 5.00 134900 581500 13.35

5.00 154700 773500 17.757
620.00 10.00 174500 1355000 31.11

1.00 178600 178600 4.100
621.00 11.00 182700 1533600 35.21
(Spillway to downstream channel)
Note:

Basin "B" and Basin "C" will be used for onsite tributary infiltration.

Total proivided volume: 40.37 ac-ft
Volumeincremental Volumecumulative
2/17/2025
Item Number: 1.

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F:\1376\Engineering\SY_Hydrology\ Page 1
Provided Volume for Basin "D"
Designer: G. Guan
Project: TPM 39143
Location: City of Desert Hot Springs, Riverside County
Date: 2/17/2025
Elevation Depthincremental Depthcumulative Area Areaaverage (ft) (ft) (ft) (ft2
) (ft2) (ft3) (ac-ft) (ft3) (ac-ft)
645.50 0 0 0

0.50 7900 3950 0.091
646.00 0.50 15800 3950 0.09

4.00 33400 133600 3.067
650.00 4.50 51000 137550 3.16
(Spillway)
Volumeincremental Volumecumulative
2/17/2025
Item Number: 1.

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SECTION 7

OFF-SITE DRAINAGE ANALYSIS

PREPARED BY JE FULLER
Item Number: 1.

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DATE February 7, 2025
TO Robert Glessner
Hunsaker & Associates Irvine, Inc.

FROM Hwee Hwang, Ph.D., P.E.

Richard Waskowsky, P.E
JE Fuller Hydrology and Geomorphology Inc.

RE DHS Varner Road Preliminary Off-Site Drainage Analysis Introduction
The Desert Hot Springs (DHS) Varner Road site (Varner Site) is a planned industrial development located in DHS, CA, near the intersection of Varner Road and West Drive (see Figure 1). The proposed development encompasses an industrial building with loading docks, drive-through facilities, parking areas, landscaping, and ancillary features designed to support the area’s growing industrial needs. The southern boundary of the property is bordered by a channel in CalTrans right-of-way (ROW), an important regional drainage feature.

Notably, the site is situated within an effective FEMA floodplain (Zone A), which necessitates careful consideration of potential off-site flows and flood hazards.

The surrounding areas can experience storm events that generate significant runoff, making floodplain management and hydraulic analyses essential. The Varner Site’s topographic characteristics and proximity to major drainage channels underscore the importance of evaluating how proposed site modifications might influence existing flow patterns. Local regulatory agencies and floodplain management guidelines typically require projects within flood-prone zones to demonstrate a “no-adverse-impact” (NAI) outcome, ensuring that upstream and downstream properties remain protected. To meet this requirement, a two-dimensional hydrodynamic analysis was conducted using HEC-RAS 2D (RAS2D) version 6.6 (a model developed by the USACE and accepted by FEMA), focusing on identifying changes in water surface elevation (WSE) and flow discharges under a 100-year storm event scenario.

The purpose of this technical memorandum is to (1) document the existing hydrologic and hydraulic conditions affecting the Varner Site, (2) determine how these off-site flows interact with the preliminary site plan, and (3) assess whether the proposed development might adversely impact adjacent or downstream properties.

On-site drainage design is being analyzed by the site civil engineer, Hunsaker & Associates (H&A), and is not considered in this memorandum. This NAI analysis focuses on identifying changes in WSE and flow characteristics under a 100-year storm event scenario and comparing them to pre-development conditions to demonstrate that the project has no adverse impacts.

EXP 09/30/2026
Item Number: 1.

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Figure 1. Vicinity Map
Hydrology and Hydraulics

2.1 Background and Inflows
The most recent offsite hydrology for the Varner Road area is based on the Desert Land Ventures (DLV) Flood Hazard Assessment (FHA) study1. The DLV FHA was approved by DHS in April 2018. The hydrographs from the DLV FHA study were used as input to the detailed two-dimensional model for the Varner Site.

The DLV FHA study flowpath uncertainty analysis included multiple scenarios simulating potential alluvial fan landform avulsions in the upper watersheds that eventually drain to the Varner Site. A series of FLO-2D floodplain cross-sections (FPXSECs) were established in the DLV FHA study to measure the peak discharge from each flowpath uncertainty scenario. The Base scenario resulted in the highest peak discharge immediately am of the Varner Site. The Base scenario FLO-2D model from the DLV FHA study was updated with new FPXSECs for the purpose of developing outflow hydrographs to be used as inflow hydrographs for the current study. 1 JE Fuller, Inc., 2017, Desert Land Ventures and Desert Dunes Geomorphic and Flood Hazard Assessment Riverside County, California. Prepared for Desert Land Ventured III.

Item Number: 1.

Page 1918 of 2902 ends

Twelve hydrographs were extracted at these FPXSECs and used as inflow boundaries for the current RAS2D model. These inflows represent the 100-year storm event. Figure 2 provides the locations of these inflow points, while Table 1 summarizes the corresponding 100-year peak discharge values.

Figure 2. Inflow Locations for the Varner Site study
Item Number: 1.

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Table 1. Varner Study Detailed HEC-RAS 2D Model Inflow Hydrograph Peak Discharges

2.2 Existing Conditions
A RAS2D model was developed to assess both existing and proposed hydraulic conditions within the project site and in its upstream and downstream reaches. Recent existing topographic data near the project site was provided by H&A, the extent of which is shown in Figure 3. This existing data was merged with the USGS 3DEP LiDAR to create the terrain surface for the existing conditions modeling.

The RAS2D model was initially constructed with a 20-foot grid resolution and refined using breaklines around high points, including roadway curbs, channel banks, and other key topographic features. To more accurately represent flow conditions in and around the project area, a 10-foot grid refinement region was applied within the 2D flow area. A uniform Manning’s n value of 0.05 was used throughout the 2D flow domain. This value represents a reasonable value for washes and overland flow in the general desert.

Three hydraulic structures (bridges and culverts) are located within the model (see Figure 3):
• Structure ID 1: I-10 bridge over Mission Creek
• Structure ID 2: I-10 bridge over Unnamed Wash
• Structure ID 3: 7-foot diameter circular culvert under Palm Drive During an earlier study, field surveys were conducted to verify the dimensions and locations of these structures.

In August 2024, the structures were revisited, and no significant changes that would affect hydraulic performance were identified. Therefore, the bridge and culvert geometries adopted for this study are consistent with those established in the DLV study.

FPXSEC ID 100-Year Inflow Peak Discharge (cfs)
14 3
15 546
16 105
17 258
18 34
19 7,164
20 5,103
21 31
22 115
23 69
24 4,769
25 50
Item Number: 1.

Page 1920 of 2902 ends

Figure 3. Existing Conditions RAS2D Maximum Depth Results Item Number: 1.

Page 1921 of 2902 ends

2.3 Proposed Conditions
A proposed conditions terrain was developed by adding the proposed grading into the existing conditions terrain. This proposed conditions terrain formed the basis of the new ground elevations in the RAS2D model.

The proposed conditions RAS2D model contains several basins and box culverts as shown in Figure 4.

Figure 4. Proposed Conditions Terrain
Item Number: 1.

Page 1922 of 2902 ends

Results
The 100-year flow depth and peak discharges of the existing conditions RAS2D model are shown in Figure 5, while the proposed conditions model results are shown in Figure 6. The NAI analysis was performed by creating the WSE difference rasters, which were generated by subtracting the existing WSE from the proposed WSE and shown in Figure 7. If the proposed conditions lead to an increase in WSE of more than 0.2 foot, it is considered an adverse impact. The 0.2-foot threshold was chosen because it represents reasonable tolerance given accuracy limitations inherent within numerical modeling and with topographic data sets.

Conclusions
The proposed development for the DHS Varner Road site demonstrates no significant adverse impacts on adjacent properties under 100-year storm conditions, based on the preliminary modeling results. The industrial building is appropriately elevated above the maximum projected water surface elevations, and the downstream discharge remains essentially unchanged compared to existing conditions.

An increase in WSEs greater than 0.2 foot is observed near the southwestern and southeastern corners of the property as highlighted in Figure 7. This increase will be reduced to less than 0.2 foot during the final design process. Overall, the proposed grading, drainage improvements, and site layout are not expected to cause any detrimental off-site flood impacts, thereby meeting the requirements of the NAI analysis.

Item Number: 1.

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Figure 5. Existing Conditions RAS2D Model Results
Item Number: 1.

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Figure 6. Proposed Conditions RAS2D Model Results
Item Number: 1.

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Figure 7. Map of Water Surface Elevation Increase for Areas Outside the Property Boundary Item Number: 1.

Page 1926 of 2902 ends

ATTACHMENTS
• Exhibit 1 – Existing 100-Year Maximum Depths
• Exhibit 2 – Proposed 100-Year Maximum Depth
• Excerpt from Desert Land Ventures (DLV) Flood Hazard Assessment Item Number: 1.

Page 1927 of 2902 ends

Item Number: 1.

Page 1928 of 2902 ends

Item Number: 1.

Page 1929 of 2902 ends

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Item Number: 1.

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2014 Whitewater River Region WQMP
Tentative Parcel Map No. 39143
Appendix G
AGREEMENTS – CC&RS, COVENANT AND AGREEMENTS, BMP MAINTENANCE

AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING

ONGOING OPERATION, MAINTENANCE, FUNDING AND

TRANSFER OF REQUIREMENTS FOR THIS PROJECT-SPECIFIC
WQMP
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2014 Whitewater River Region WQMP
Tentative Parcel Map No. 39143
Appendix H
PHASE 1 ENVIRONMENTAL SITE ASSESSMENT – SUMMARY OF SITE

REMEDIATION CONDUCTED AND USE RESTRICTIONS
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2014 Whitewater River Region WQMP
Tentative Parcel Map No. 39143
Appendix I

PROJECT-SPECIFIC WQMP SUMMARY DATA FORM
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Project-Specific WQMP Summary Data Form
Applicant Information
Name and Title Tom Donahue
Company Newland Capital Group
Phone 949.214.4779
Email [email protected]
Project Information
Project Name
(as shown on project application/project-specific WQMP) TPM 39143
Street Address N/A
Nearest Cross Streets Varner Road and Palm Drive
Municipality
(City or Unincorporated County)
Desert Hot Springs
Zip Code 92240
Tract Number(s) and/or Assessor Parcel Number(s) APN 669-150-001& -002 Other
(other information to help identify location of project) Indicate type of project. Priority Development Projects (Use an "X" in cell preceding project type):

SF hillside residence; impervious area ≥ 10,000 sq. ft.; Slope ≥ 25% SF hillside residence; impervious area ≥ 10,000 sq. ft.; Slope ≥ 10% & erosive soils X Commercial or Industrial ≥ 100,000 sq. ft.

Automotive repair shop
Retail Gasoline Outlet disturbing > 5,000 sq. ft.

Restaurant disturbing > 5,000 sq. ft.

Home subdivision ≥ 10 housing units
X Parking lot ≥ 5,000 sq. ft. or ≥ 25 parking spaces
Date Project-Specific WQMP Submitted February 21, 2025
Size of Project Area (nearest 0.1 acre) 123.4 acres
Will the project replace more than 50% of the impervious surfaces on an existing developed site?
No. Site is currently natural
Project Area managed with LID/Site Design BMPs (nearest

0.1 acre)
0 acres. Project is required to retain 100-year event.

Are Treatment Control BMPs required? No
Is the project subject to onsite retention by ordinance or policy?
Yes. Required to retain 100-year event.

Did the project meet the 100% LID/Site Design Measurable Goal?
Yes
Name of the entity that will implement, operate, and
maintain the post-construction BMPs
Newland Capital Group
Contact Name Tom Donahue
Street or Mailing Address 200 Spectrum Drive, Suite 200 City Irvine
Zip Code 92618
Phone 949.214.4779
Space Below for Use by City/County Staff Only
Preceding Information Verified by
(consistent with information in project-specific WQMP)
Name:

Date:

Date Project-Specific WQMP Approved:

Data Entered by Name:

Date:

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Other Comments
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EXHIBIT – 12
April 17, 2018, City Council Packet – Desert Land Ventures CLICK HERE to view
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Final Environmental Impact Report
SCH No. 2017051070
Desert Ventures III, LLC
Desert Land Ventures Specific Plan
General Plan Amendment No. 01-16
Zoning Map Amendment No. 01-16
Vesting Map No. 37185
Lead Agency:

City of Desert Hot Springs
65950 Pierson Boulevard
Desert Hot Springs, CA 92240
Applicant:

Desert Land Ventures III
Mr. Richard Lee Sax
2100 Palomar Airport Road, Suite 209
Carlsbad, CA 92011
Prepared By:

The Altum Group
73-710 Fred Waring Drive, Suite 219
Palm Desert, CA 92260
March 2018
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F.1 INTRODUCTION TO THE FINAL EIR
Desert Land Ventures Final EIR March 2018
Table of Contents
Chapter F.1 Introduction to the Final EIR............................................................................F.1-1 Purpose ................................................................................................................................... F.1-1 Organization of the Final EIR ................................................................................................. F.1-1 Chapter F.2 Comments and Responses...............................................................................F.2-1 Chapter F.3 Revisions Made to the Draft EIR ......................................................................F.3-1 Introduction............................................................................................................................ F.3-1 Revisions in Response to Comments Received.................................................................... F.3-1 Chapter F.4 Mitigation Monitoring and Reporting Program................................................F.4-1 Item Number: 1.

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F.1 INTRODUCTION TO THE FINAL EIR
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F.1 INTRODUCTION TO THE FINAL EIR
Desert Land Ventures Final EIR F.1-1 March 2018
Chapter F.1 Introduction to the Final EIR
Purpose
This Final Environmental Impact Report (EIR) was prepared for the Desert Land Ventures Specific Plan.

Prior to approving the project, the City of Desert Hot Springs as the lead agency must consider the Final EIR along with the Draft EIR, any comments received during the public review process, and the Mitigation Monitoring and Reporting Program (MMRP). The City may certify the EIR only if it finds on the basis of the whole record before it (including the Draft EIR and any comments received), that there is no substantial evidence that the proposed project will have a significant effect on the environment that cannot be mitigated to a less than significant level, or that findings have been made that the proposed project has certain beneficial impacts that outweigh the significant environmental effects of the project. When the latter is the case, the City Council must adopt a Statement of Overriding Considerations in tandem with the certification of the Final EIR. The Final EIR, including the Draft EIR, reflects the lead agency’s independent judgment and analysis.

This Final EIR has been prepared in accordance with the California Environmental Quality Act (CEQA) (California Public Resources Code Section 21000, et seq.) and the State Guidelines for the Implementation of the California Environmental Quality Act (California Code of Regulations, Title 14, Section 15000, et seq., State CEQA Guidelines).

Organization of the Final EIR
The Final document includes the following information:

Chapter F.1 Introduction to the Final EIR;
Chapter F.2 A list of persons, organizations, and public agencies commenting on the Draft EIR, comment letters and responses to comments; and
Chapter F.3 Revisions to the Draft EIR made in response to comments; and Chapter F.4 Mitigation Monitoring and Reporting Program.

The Final and Draft documents are available for review at the following location:

City of Desert Hot Springs
65-950 Pierson Blvd
Desert Hot Springs, CA 92240
(760) 329-6411
[email protected]
The documents are also available on the City’s website: http://www.cityofdhs.org/DLV Item Number: 1.

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F.1 INTRODUCTION TO THE FINAL EIR
Desert Land Ventures Final EIR F.1-2 March 2018
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F.2 COMMENTS AND RESPONSES
Desert Land Ventures Final EIR F.2-1 March 2018
Chapter F.2 Comments and Responses
This section includes the comment letters received on the Draft EIR. Each comment letter is labeled with a unique number and comments within each letter are numbered consecutively. For example, the letter from the South Coast Air Quality Management District is labeled Letter 2 and the first comment in this letter is labeled 2-1.

The City of Desert Hot Springs received a total of five (5) comment letters from state, regional and local agencies; and interested parties. The following list provides the name of the commenter along with his/her affiliation, the date the letter was sent and the page number where the comment letter begins.

Comment Letters
Letter Author/Affiliation Date Page
No.
1 Anita M. Petke, Transit Communications Service Specialist SunLine Transit Agency January 24, 2018 F.2-3
2 Lijin Sun, J.D. Program Supervisor, CEQA IGR
South Coast Air Quality Management District February 7, 2018 F.2-5 3 Anthony Madrigal Junior, Tribal Historic Preservation Officer Twenty-Nine Palms Band of Mission Indians February 7, 2018 F.2-13 4 Richard Drury, Lozeau Drury LLP
on behalf of the Laborers International Union of North America February 13, 2018 F.2-17 5 Nicholas Whipps, Wittwer Parkin LLP
on behalf of the Southwest Regional Council of Carpenters February 20, 2018 F.2-21 Item Number: 1.

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F.2 COMMENTS AND RESPONSES
Desert Land Ventures Final EIR F.2-2 March 2018
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Letter 6
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F.2 COMMENTS AND RESPONSES
Desert Land Ventures Final EIR F.2-4 March 2018
Letter 6 Anita Petke, SunLine Transit Agency – January 24, 2018 This letter contained no comments only acknowledgement of the City’s request for comments.

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SENT VIA E-MAIL AND USPS: February 7, 2018
[email protected]
Craig Ewing, Consulting Planner
City of Desert Hot Springs
65-950 Pierson Boulevard
Desert Hot Springs, CA 92240
Draft Environmental Impact Report (Draft EIR) for the Proposed Desert Land Ventures Specific Plan Environmental Impact Report The South Coast Air Quality Management District (SCAQMD) staff appreciates the opportunity to comment on the above-mentioned document. The following comments are meant as guidance for the Lead Agency and should be incorporated into the Final EIR.

SCAQMD Staff’s Summary of Project Description
The Lead Agency proposes to develop 62.9 acres for industrial and commercial uses, a hotel with 150 rooms, 38.7 acres of open space, and 21.8 acres for infrastructure including public roads and water, wastewater, and drainage on 123.4 acres (Proposed Project). The Proposed Project is generally located near the northwest corner of Interstate 10 and Palm Drive. Construction is expected to begin no sooner than January 2018 over a period of 24 months.

SCAQMD Staff’s Air Quality Analysis
In the Air Quality Section, the Lead Agency quantified the Proposed Project’s construction and operational air quality emissions and compared those emissions to SCAQMD’s regional and localized air quality CEQA significance thresholds. Although the Proposed Project is anticipated to be constructed in six phases, the Proposed Project has been modeled as one phase to represent a worse-case impact scenario1
. Based on the analysis, the Lead Agency found that the Proposed Project’s mitigated construction emissions would be less than SCAQMD’s regional CEQA significance thresholds, except NOx emissions, and that the Proposed Project’s mitigated operational emissions would be less than SCAQMD’s regional CEQA significance thresholds, except NOx and ROG emissions.

SCAQMD’s 2016 Air Quality Management Plan
On March 3, 2017, the SCAQMD’s Governing Board adopted the 2016 Air Quality Management Plan (2016 AQMP)2
, which was later approved by the California Air Resources Board on March 23, 2017.

Built upon the progress in implementing the 2007 and 2012 AQMPs, the 2016 AQMP provides a regional perspective on air quality and the challenges facing the South Coast Air Basin. The most significant air quality challenge in the Basin is to achieve an additional 45 percent reduction in nitrogen oxide (NOx) emissions in 2023 and an additional 55 percent NOx reduction beyond 2031 levels for ozone attainment.

As described in the 2016 AQMP, to achieve NOx emissions reductions in a timely manner is critical to attaining the National Ambient Air Quality Standard (NAAQS) for ozone before the 2023 and 2031 deadlines. SCAQMD is committed to attain the ozone NAAQS as expeditiously as practicable. The Proposed Project plays an important role in contributing to NOx and ROG emissions. Therefore, SCAQMD staff has comments on existing mitigation measures and recommends additional mitigation 1 Draft PEIR. Section 4.3: Air Quality. Page 4.3-21.
2 South Coast Air Quality Management District. March 3, 2017. 2016 Air Quality Management Plan. Accessed at:
http://www.aqmd.gov/home/library/clean-air-plans/air-quality-mgt-plan.

Letter 2
2-1
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Craig Ewing February 7, 2018
2 measures to further reduce NOx and ROG emissions in the attachment. Please see the attachment for more information.

Pursuant to California Public Resources Code Section 21092.5(a) and CEQA Guidelines Section 15088(b), SCAQMD staff requests that the Lead Agency provide SCAQMD staff with written responses to all comments contained herein prior to the certification of the Final EIR. In addition, issues raised in the comments should be addressed in detail giving reasons why specific comments and suggestions are not accepted. There should be good faith, reasoned analysis in response. Conclusory statements unsupported by factual information will not suffice (CEQA Guidelines Section 15088(c)). Conclusory statements do not facilitate the purpose and goal of CEQA on public disclosure and are not meaningful or useful to decision makers and to the public who are interested in the Proposed. Further, when the Lead Agency makes the finding that the recommended mitigation measures are not feasible, the Lead Agency should describe the specific reasons for rejecting them in the Final EIR (CEQA Guidelines Section 15091).

SCAQMD staff is available to work with the lead agency to address these issues and any other questions that may arise. Please contact me at [email protected] if you have any questions regarding the enclosed comments.

Sincerely,
Lijin Sun
Lijin Sun, J.D.

Program Supervisor, CEQA IGR
Planning, Rule Development & Area Sources
Attachment
LS
RVC180109-04
Control Number
2-1
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2-2
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Craig Ewing February 7, 2018
3 ATTACHMENT
Recommended Changes to Existing Mitigation Measures AQ-1 and AQ-8

1. Based on a review of the Air Quality Section, SCAQMD staff found that the Lead Agency is committed to complying with SCAQMD Rule 1113 and to limit architectural coatings applied to buildings within the project site to 10 grams per liter VOC and traffic paints to 100 grams per liter VOC content3
(Construction Mitigation Measure AQ-1). Additionally, the Lead Agency is committed to limit re-application of architectural coatings that are used to protect buildings to 10 grams per liter VOC and traffic paints to 100 grams per liter VOC4 (Operational Mitigation Measure
AQ-8). SCAQMD staff supports the Lead Agency’s commitments to reducing VOC emissions and recommends that the Lead Agency ensure that during construction and operation of the Proposed Project, emissions of VOC-containing materials and paints, through implementation of both Mitigation Measures AQ-1 and AQ-8, are not to exceed SCAQMD’s air quality CEQA significance threshold for VOC of 75 lbs/day during construction and 55 lbs/day during operation, and that there is an enforcement mechanism to ensure Mitigation Measures AQ-1 and AQ-8 are effective throughout the life of the Proposed Project.

Additional Recommended Mitigation Measures

2. CEQA requires that all feasible mitigation measures that go beyond what is required by law be utilized during project construction and operation to minimize or eliminate these impacts. SCAQMD staff recommends that the Lead Agency incorporate the following mitigation measures in the Final EIR to further reduce emissions, particularly from ROG and NOx. Additional information on potential mitigation measures as guidance to the Lead Agency is available on the SCAQMD CEQA Air Quality Handbook website5.
a) Require the use of 2010 model year diesel haul trucks that conform to 2010 EPA truck standards or newer diesel haul trucks (e.g., material delivery trucks and soil import/export) during construction and operation, and if the Lead Agency determines that 2010 model year or newer diesel haul trucks are not feasible, the Lead Agency shall use trucks that meet EPA 2007 model year NOx emissions requirements, at a minimum.
b) Require that 240-Volt electrical outlets or Level 2 chargers be installed in parking lots that would enable charging of NEVs and/or battery powered vehicles.

Vehicles that can operate at least partially on electricity have the ability to substantially reduce the significant NOx and ROG impacts from this project. It is important to make this electrical infrastructure available when the project is built so that it is ready when this technology becomes commercially available. The cost of installing electrical charging equipment onsite is significantly cheaper if completed when the project is built compared to retrofitting an existing building. Therefore, SCAQMD staff recommends the Lead Agency require the Proposed Project be constructed with the appropriate infrastructure to facilitate sufficient electric charging for vehicles to plug-in.
c) Limit parking supply and unbundle parking costs.
d) Maximize the planting of trees in landscaping and parking lots. 3 Draft EIR. Section 1: Executive Summary. Page 1-9.
4 Ibid.
5 South Coast Air Quality Management District. http://www.aqmd.gov/home/regulations/ceqa/air-quality-analysis-handbook. 2-3
2-4
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Craig Ewing February 7, 2018
4 e) Require use of electric or alternatively fueled sweepers with HEPA filters. f) Require use of electric lawn mowers and leaf blowers.

Compliance with SCAQMD Rule 403(e) – Large Operations

3. The Lead Agency included a discussion on general compliance with SCAQMD Rule 403 and Rule 403.1 in the Draft EIR. Based on the project description, the Proposed Project is a large operation of approximately 123.4 acres (50-acre sites or more of disturbed surface area; or daily earth-moving operations of 3,850 cubic yards or more on three days in any year) in the South Coast Air Basin.

However, the Lead Agency is also required to comply with SCAQMD Rule 403(e) – Additional Requirements for Large Operations6
, which includes requirements to provide Large Operation Notification Form 403 N, appropriate signage, additional dust control measures, and employment of a dust control supervisor that has successfully completed the Dust Control in the South Coast Air Basin training class7
. Therefore, SCAQMD recommends that the Lead Agency include a discussion to demonstrate specific compliance with SCAQMD Rule 403(e) in the Final EIR. 6 South Coast Air Quality Management District Rule 403. Last amended June 3, 2005. Accessed at:
http://www.aqmd.gov/docs/default-source/rule-book/rule-iv/rule-403.pdf. 7 South Coast Air Quality Management District Compliance and Enforcement Staff’s contact information for Rule 403(e) Large Operations is (909) 396-2608 or by e-mail at [email protected]. 2-4
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F.2 COMMENTS AND RESPONSES
Desert Land Ventures Final EIR F.2-9 March 2018
Letter 2 South Coast Air Quality Management District - February 7, 2018 Comment 2-1 SCAQMD staff summarized their understanding of the project and the methodology utilized to evaluate the project’s emissions of criterial pollutants; and how the EIR addressed the project’s compliance with SCAQMD’s 2016 Air Quality Management Plan. In addition, SCAQMD staff evaluated the ability of the mitigation measures identified in the Draft EIR and recommended additional measures that could further reduce NOx and ROG.

Response 2-1 Recommended revisions to existing Air Quality measures and the recommended new measures are discussed further below in Responses 2-3 and 2-4.

Comment 2-2 SCAQMD has requested to receive written responses to all comments contained in its comment letter prior to certification of the Final EIR.

Response 2-2 As required under CEQA Guidelines Section 15088, the lead agency must provide a written response to a public agency’s comments at least 10 days prior to certifying an EIR. The City will provide the responses to SCAQMD’s comments within the stipulated time.

Comment 2-3 SCAQMD has requested that mitigation measures, AQ-1 and AQ-8 be revised to ensure that during construction and operation of the proposed project, emissions of VOC-containing materials and paints are not to exceed SCAQMD’s air quality CEQA significance threshold for VOC of 75 lbs/day during construction and 55 lbs/day during operation, and that there is an enforcement mechanism to ensure effective implementation of these measures.

Response 2-3 As shown in Tables 7 and 8 of the Air Quality and Global Climate Change Impact Analysis and Draft EIR Tables 4.3-5 and 4.3-6, with incorporation of the construction mitigation measure AQ‐1, to limit architectural coatings applied to buildings within the project site to 10 grams per liter VOC and traffic paints to 100 grams per liter VOC content, construction‐related VOC emissions do not exceed SCAQMD daily regional construction thresholds. By its very nature, the construction of the project is not a life‐long activity. However, to ensure compliance with this measure, mitigation measure AQ‐1 has been amended to include enforcement text as follows:

AQ-1 Architectural coatings applied to buildings within the project site are to be limited to 10 grams per liter VOC and traffic paints shall be limited to 100 grams per liter VOC content and shall be verified by the City Building Item Number: 1.

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F.2 COMMENTS AND RESPONSES
Desert Land Ventures Final EIR F.2-10 March 2018
Official or his/her designee, prior to application of coatings and/or traffic paint.

As shown in Table 14 of the Air Quality and Global Climate Change Impact Analysis, and Draft EIR Table 4.3-8, even with mitigation to reduce paint VOC content, the overall mitigated operational VOC emissions for the proposed project still exceed the 75 lbs per day emissions threshold. Area sources constitute 40.06 pounds per day of the total 90.19 pounds per day of mitigated VOC emissions; therefore, even though the proposed project exceeds the VOC threshold, when viewed by itself, the area source emissions (which includes not only emissions from painting, but also emissions from hearths, consumer products and landscaping equipment) of

40.06 pounds per day, meet the SCAQMD daily regional operation thresholds.

Even before any mitigation, as shown in Table 13 of the Air Quality and Global Climate Change Impact Analysis, and Draft EIR Table 4.3-7, the area sources for the project are 51.85 pounds per day, which, by itself, does not exceed the SCAQMD's daily regional operational threshold of 75 pounds; therefore, the additional mitigation text and enforcement mechanism are not warranted or required.

Furthermore, the project is required to meet a 75 pound per day operational VOC threshold and not the 55 pound per day operational VOC threshold stated by SCAQMD in its comment. The project is located within Coachella Valley (in the Salton Sea Air Basin), as such per the SCAQMD's own threshold guidance for, Coachella Valley, the mass daily thresholds for operation are the same as the construction thresholds (http://www.aqmd.gov/docs/default‐ source/ceqa/handbook/scaqmd‐air‐quality‐significance‐thresholds.pdf?sfvrsn=2) Comment 2-4 The comment recommends additional mitigation measures to further reduce ROG and NOx emissions associated with project operation.

Response 2-4 Four of the six additional measures recommended by SCAQMD for inclusion in the Draft EIR, have been incorporated into the Air Quality and Global Climate Change Impact Analysis(see revised Air Quality and Global Climate Change Impact Analysis in Final EIR Appendix B), and have been added into Draft EIR Section 4.3, as well as in Table 1.3, Summary of Environmental Impacts, Regulatory Requirements and Mitigation Measures, in Chapter 1, Executive Summary. These are as follows:

Air Quality Report Mitigation Measure 12 (Draft EIR Mitigation Measure 4.3-12).

The project applicant shall require the use of 2010 model year diesel haul trucks that conform to 2010 EPA truck standards or newer diesel haul trucks (e.g., material delivery trucks and soil import/export) during construction and operation, and if the Lead Agency determines that 2010 model year or newer Item Number: 1.

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Desert Land Ventures Final EIR F.2-11 March 2018
diesel haul trucks are not feasible, the Lead Agency shall use trucks that meet EPA 2007 model year NOx emissions requirements, at a minimum. This requirement shall be stipulated in all contract documents between the applicant and his/her contractors as applicable which shall be available upon request from City staff.

Air Quality Report Mitigation Measure 13 (Draft EIR Mitigation Measure 4.3-13).

The project applicant shall ensure that 240‐Volt electrical outlets or Level 2 chargers are installed in parking lots that would enable charging of NEVs and/or battery powered vehicles. This shall be verified prior to occupancy of each building as it is developed.

Air Quality Report Mitigation Measure 14 (Draft EIR Mitigation Measure 4.3-14).

The project applicant shall require the use of electric or alternatively fueled sweepers with HEPA filters. This shall be verified periodically during operation by City Code Enforcement.

Air Quality Report Mitigation Measure 15 (Draft EIR Mitigation Measure 4.3-15).

The project applicant shall require the use of electric lawn mowers and leaf blowers. This shall be verified periodically during operation by City Code Enforcement.

The additional, recommended mitigation measure c) limiting parking supply, is not feasible and was not incorporated, as the DLVSP is already required to comply with the City’s parking standards. The additional mitigation measure d) maximize the planting of trees in landscaping and parking lots, was also found to be infeasible and not incorporated, as the proposed project maximizes the number of trees already by planting one tree per every thirty feet of perimeter and one tree per five parking spaces.

Comment 2-5 SCAQMD has requested that a section discussing SCAQMD Rule 403(e) – Large Operations be added to the Draft EIR.

Response 2-5 A section discussing SCAQMD Rule 403(e) – Large Operations has been added to page 32 of the Air Quality and Global Climate Change Impact Analysis and to page X of the Drat EIR as follows:

SCAQMD Rule 403(e) are additional requirements for Large Operations.

1. Any person who conducts or authorizes the conducting of a large operation subject to this Rule shall implement the applicable actions specified in Table 2 of this Rule at all times and shall implement the applicable actions specified in Table 3 of this Rule when the applicable performance standards cannot be met through use of Table 2 actions; and shall:

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F.2 COMMENTS AND RESPONSES
Desert Land Ventures Final EIR F.2-12 March 2018
A. submit a fully executed Large Operation Notification (Form 403 N) to the Executive Officer within 7 days of qualifying as a large operation; B. include, as part of the notification, the name(s), address(es), and phone number(s) of the person(s) responsible for the submittal, and a description of the operation(s), including a map depicting the location of the site;
C. maintain daily records to document the specific dust control actions taken, maintain such records for a period of not less than three years; and make such records available to the Executive Officer upon request; D. install and maintain project signage with project contact signage that meets the minimum standards of the Rule 403 Implementation Handbook, prior to initiating any earthmoving activities; E. identify a dust control supervisor that:
i. is employed by or contracted with the property owner or developer; ii. is on the site or available on‐site within 30 minutes during working hours;
iii. has the authority to expeditiously employ sufficient dust mitigation measures to ensure compliance with all Rule requirements; iv. has completed the AQMD Fugitive Dust Control Class and has been issued a valid Certificate of Completion for the class; and F. notify the Executive Officer in writing within 30 days after the site no longer qualifies as a large operation as defined by paragraph (c)(18).

2. Any Large Operation Notification submitted to the Executive Officer or AQMD‐approved dust control plan shall be valid for a period of one year from the date of written acceptance by the Executive Officer. Any Large Operation Notification accepted pursuant to paragraph (e)(1), excluding those submitted by aggregate‐related plants and cement manufacturing facilities must be resubmitted annually by the person who conducts or authorizes the conducting of a large operation, at least 30 days prior to the expiration date, or the submittal shall no longer be valid as of the expiration date. If all fugitive dust sources and corresponding control measures or special circumstances remain identical to those identified in the previously accepted submittal or in an AQMD‐approved dust control plan, the resubmittal may be a simple statement of no‐change (Form 403NC). .

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F.2 COMMENTS AND RESPONSES
Desert Land Ventures Final EIR F.2-15 March 2018
Letter 3 Twenty-Nine Palms Band of Mission Indians – February 7, 2018 Comment 3-1 The comment states that the Cultural Resources Report prepared for the project, referenced evidence of archaeological sites within and adjacent to the project area. Therefore, there is possibility of inadvertent discoveries during development of the proposed project, which could have an adverse effect on potential cultural resources that concern the Tribe. Avoidance, if feasible, would negate adverse effects on the project. The Tribe also requested that an approved Native American Monitor(s) from the Tribe be present during any ground disturbing activities associated with the proposed project.

Response 3-1 Mitigation Measure TCR-1 requires an approved Native American Monitor be present during all ground-disturbing activities associated with the proposed project, but does not stipulate who would approve the monitor. This is because more than one tribe has requested that a monitor from their tribe be utilized, either as a comment on the Draft EIR, as in this case, or in response to the City’s notification to tribes pursuant to Senate Bill (SB) 18. At this time there are no development projects proposed at the project site. However, the applicant is aware that prior to any ground disturbing activity, a Native American monitor must be on site. Mitigation Measure TCR-1 has been revised to reflect that prior to commencement of any ground disturbing activities, the applicant or his/her designee shall coordinate with the tribes to identify a Native American monitor.

As an alternative, a rotating schedule of monitors could be established. New text is underlined and deleted text is stricken.

TCR-1 Prior to commencement of any ground disturbing activities, the applicant or his/her designee shall coordinate with the tribes who have requested the presence of a Native American monitor to ensure that their request has been addressed. An The approved Native American Cultural Resource Monitor shall be present during ground-disturbing activities (including archaeological testing and surveys). Should buried tribal cultural resources deposits be encountered, the monitor may request that construction be halted, and the monitor shall notify a qualified archaeologist, meeting the Secretary of Interior’s Standards and Guidelines for Professional Qualifications, to investigate and, if necessary, prepare a mitigation plan for submission to the State Historic Preservation Officer (SHPO) and the Agua Caliente Tribal Historical Preservation Office (THPO).

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Desert Land Ventures Final EIR F.2-16 March 2018
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Desert Land Ventures Final EIR F.2-19 March 2018
Letter 4 Lozeau Drury LLP on behalf of the Laborers International Union of North America – February 13, 2018
Comment 4-1 The comment provides a summary of the location of the project and a brief summary of the specific plan.

Response 4-1 No response is required.

Comment 4-2 The comment states that the Draft EIR fails as an informational document, fails to analyze all significant impacts, and fails to impose all feasible mitigation measures to reduce the project’s impacts. The comment references Galante Vineyards v.

Monterey Peninsula Water Management District (1997).

Response 4-1 The comment is conclusory and provides no evidence for the opinion that the Draft Program EIR fails to analyze all significant impacts or impose feasible mitigation measures. As a program EIR for a specific plan, the intent of the document is to provide the environmental framework for the evaluation of development projects within the specific plan project boundary that will be proposed at a later date. As set forth in CEQA Guidelines Section 15168, future projects must be examined in the light of the program EIR to determine whether an additional environmental document must be prepared. If a later activity is found to have the potential to result in impacts that were not evaluated in the program EIR, then a new Initial Study would be prepared leading to the preparation of either a Subsequent EIR or a Mitigated Negative Declaration. As new projects are proposed, the City would undertake this exercise as set forth in the CEQA Guidelines.

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Letter 5 Wittwer Parkin LLP on behalf of the Southwest Regional Council of Carpenters – February 20, 2018
Comment 5-1 The comment provides a summary of the proposed project including the entitlements requested by the applicant in order to implement the Specific Plan.

Response 5-1 The comment adequately summarized the proposed project and no response is required.

Comment 5-2 The comment states that the City has not provided evidence that the project would not have an impact on aesthetics. The comment states that the development of the project would affect views from I-10 traffic as well as local residents and requests that further evidence be provided that supports the City’s determination that there will be no aesthetic impacts from the Project, without mitigation.

Response 5-1 Regarding impacts to aesthetics, the project site is currently vacant and is surrounded by vacant land with the exception of one dwelling unit to the east.

Therefore, scenic resources such as the Little San Bernardino Mountains to the north, the San Jacinto Mountains to the south and southwest, and the San Bernardino Mountains to the northwest would not be affected by the development of the project because there are no viewers to be adversely affected with the exception of on dwelling to the east. These residents would still have substantial views of the surrounding mountains except to the immediate west where the site would be developed. This view would be partially blocked with new buildings; however, the Specific Plan calls for a number of buildings to be developed and the Specific Plan Site Design Guidelines and Standards require setbacks between buildings that would allow views between buildings. Therefore, views to the west from the adjacent dwelling unit would be impacted but not significantly.

With regard specifically to views of the mountains by passing motorists on the I10 Freeway, first, this freeway is not listed as a scenic highway by Caltrans, the County of Riverside or the City of Desert Hot Springs. Second, due to the fast moving vehicles on the freeway, future development of the site would not significantly impact the views of the mountains north of the project site, because the site would only be within the passing motorists views for a matter of seconds at an average speed of 70 miles per hour. Additionally, the proposed project is not in close proximity to any mountains in the region and the project is proposed in an area with minimal development nearby.

Item Number: 1.

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Comment 5-3 The comment states that the Draft EIR provided an inconsistent project description and sites examples of the inconsistencies, including that the project will be permitted to contain dwelling units.

Response 5-3 Residential development is not permitted within the Desert Land Ventures Specific Plan. There is a discussion of residential land uses in the Project Description (e.g.

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within the project site are Light Industrial (LI) and Rural Desert (RD). The RD and LI designations are representative of Riverside County designations that were adopted by the City as interim designations with City Equivalent Land Uses which are Residential Estate (R-E-10) and Light Industrial (I-L). The R-E-10 has a 10-acre minimum lot size and allows single family residential and various recreational land uses.

Later in the same paragraph, proposed land use changes are explained as follows:

The project proponent for the DLVSP is also proposing a General Plan Amendment (GPA 01-16) and Zoning Map Amendment (ZMA 01-16) in order to re-designate the 123.4-acre project site from the County’s RD and LI to the City’s Light Industrial (IL), General Commercial (C-G) and Private Open Space (OS/PV) designations for both the General Plan and Zoning designations (page 3-1, paragraph 3).

Additionally, Section 3.4.1, Permitted Land Uses, expands further on types of development permitted within the DLVSP. Table 3-2 (page 3-11 and 3-12) shows that no residential uses will be permitted within the project site. Within Planning Area 1 – Mixed Use, which covers 62.9 acres, the DLVSP anticipates a variety of light industrial development (approximately 1.5 million square feet) and commercial development (approximately 360,000 square feet). A maximum of 150 hotel rooms/keys are anticipated to be developed as part of the total commercial development. In conclusion, consistent with Chapter 3 of the DEIR, the DLVSP would allow for a wide variety of commercial and industrial land uses but residential development would not be permitted.

With regard specifically to the size of the project site, the Draft EIR is internally consistent in stating that the project site is 123.4 acres in size per Vesting Tentative Tract Map No. 37185. Nowhere in the Draft EIR is the site identified as being 104 acres.

Comment 5-4 The DEIR does not discuss the project from the viewpoint of its impacts as a leapfrog development. Please address the regulatory framework surrounding leapfrog development as it relates to the project, and provide further justification to Item Number: 1.

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support project approval where the project is proposed almost three miles away from the edge of development within the City.

Response 5-4 Leapfrog development is the development of lands in a manner requiring the extension of public facilities. In addition the services are extended on the periphery of an existing urbanized area where such extension is not provided for in the existing plans of the local governing body. (SOURCE: uslegal.com) The project site is within the corporate boundary of the City of Desert Hot Springs, in an area that was incorporated into the City as part of the I-10 Community Annexation completed in 2010 (see Draft EIR Section 3.2.3, paragraph 1). The annexation was undertaken by the City in order to take advantage of additional economic opportunities that occur due to direct visibility from and convenient access to I-10, which is a major regional transportation corridor in Coachella Valley.

The annexed land provides expanded opportunity for the City to increase its salestax base and reduce sales-tax leakage through development of additional retail uses, and to expand its job base through additional commercial and industrial development. Such economic expansion would also help to balance the City’s jobs-to-housing ratio that is currently skewed to the housing side (Mitigated Negative Declaration; State Clearinghouse No. 2007061049). The development principles and objectives of the I-10 Community Annexation are weaved into and form, in part, the basis for the land plan principles, objectives, vision, goals and permitted land uses of the DLVSP.

The project site is located west of the Palm Drive Corridor, which is the primary gateway entrance to the City’s retail and spa centers. The City developed a conceptual master plan of beautification and circulation improvements to the Palm Drive corridor. The DLVSP is in close proximity to this corridor; therefore, the DLVSP is guided, in part, by the principles and objectives of the Palm Drive Corridor Master Plan.

Although the proposed project requires extension of wastewater and water utilities to the project site, the City has planned for development in this area to provide visible development near the freeway that would entice travelers along the freeway to visit the City. Likewise, Mission Springs Water District also has long term plans for development of this area of Desert Hot Springs and is in the process or extending its water and sewer facilities in anticipation of future growth, unrelated to the Desert Land Ventures Specific Plan project. The project site is in an area the City and Mission Springs Water District have been planning for over the past decade; and the DLVSP has been designed to be consistent with the City’s vision, both aesthetically and developmentally.

Item Number: 1.

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Comment 5-5 The comment states that it is unclear how the City arrived at the determination that Alternative 3, the Reduced Intensity Alternative, was the environmentally superior alternative. Whereas Alternative 3 will still have significant and unavoidable impacts to air quality, cultural resources, and greenhouse gas emissions. By comparison, the City has determined the No Project Alternative will have no impact on the environment. Provide evidence to support Alternative 3 as the Environmentally Superior Alternative.

Response 5-5 As required by CEQA Guidelines Section 15126.6, if the environmentally superior alternative is the "no project" alternative, the EIR shall also identify an environmentally superior alternative among the other alternatives. Although the “no project” alternative would result in no impact on the environment, it is the City’s intent to see the development of its I-10 corridor area with a mix of industrial and commercial uses. Alternative 3 provides a similar mix of land uses as the DLVSP in order to meet the City’s intent while reducing the intensity of the impacts found to be significant and unavoidable under the DLVSP. Alternative 3 represents a project that is approximately 60 percent the size and intensity of the DLVSP with a commensurate reduction in the amount of air emissions associated with the proposed project. Although emissions would still be significant, the alternative meets the definition of an environmentally superior alternative as it would result in the reduction in the severity of the project’s impacts associated with Air Quality and Greenhouse gasses, by reducing the size of the project from approximately 1,897,799 square feet to 1,089,000 square feet, a reduction of approximately 807,000 square feet, or 43 percent.

Comment 5-6 The comment states that an analysis of mobile sources, area sources and energy usage has been provided but the Draft EIR does not provide an analysis of other stationary sources of emissions such as cooking, and any emissions created through cultivation of cannabis.

Response 5-6 The Air Quality Analysis was conducted in support of the Draft EIR evaluated the project as light industrial and regional shopping center land uses. Cannabis cultivation falls under the light industrial land use and restaurant type uses are analyzed under the regional shopping center use. Per SCAQMD requirements, the Air Quality Analysis used CalEEMod 2016.3.2 in order to calculate the proposed project’s air quality emissions. According to the latest CalEEMod Users Guide (November 2017) "a shopping center is an integrated group of commercial establishments that is planned, developed, owned and managed as a unit. A shopping center's composition is related to its market area in terms of size, location and type of store." Any cooking within the project site would occur within Item Number: 1.

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kitchens, which have HVAC and air ventilation/filtration systems; no cooking will be performed out in the open. The largest contributor of emissions from a restaurant would be from under‐fired char broilers, which are regulated via the permitting process through SCAQMD Rule 11382, Control of Emissions from Restaurant Operations. Therefore, through the restaurants' use of onsite HVAC systems and compliance with SCAQMD Rule 1138 (as applicable), emissions from cooking are considered to be a negligible source of stationary emissions.

Cannabis is a plant, and like any other plant, provides oxygen in exchange for light energy, carbon dioxide and water. Oxygen is not a criteria pollutant nor is it regulated by SCAQMD. Cannabis cultivation does produce an odor, generated by the plant's level of terpenes and terpenoids; the strength of which is strain dependent and is at its strongest during flowering. Terpenes are not exclusive to cannabis, but are responsible for the fragrance of nearly all flowering plants. Per the City of Desert Hot Springs’s Municipal Code Chapters 5.50 and 17.180, the cultivation of cannabis is permitted only within enclosed facilities. Furthermore, botanical cultivation facilities are required to provide necessary odor control, ventilation, and filtration systems such that odors are not detectable outside of the cultivation facilities, or within the common use and office areas of the facilities.

Consistent with City requirements, all refuse generated on the project site would be stored in covered containers and removed at regular intervals in compliance with solid waste regulations. Although these are odor control regulations, the project’s required use of heavy ventilation and filtration systems would further assist in the air quality emissions related to the cultivation of cannabis.

No additional analysis is required and there is no change to the emissions or significance of those emissions as reported in the air quality and greenhouse gas section of the Draft EIR.

Comment 5-7 The comment states that the City concluded that the project conflicts with the goals and policies of the regional Air Quality Management Plan but it does not conflict with Criterion two of the AQMP because the City’s General Plan amendment would ensure project “consistency with the land use designation in the City’s General Plan.” The comment states that Criterion 2 requires more thorough analysis with the policies of the AQMP. Please provide further information, including mitigation and alternatives, if any, that could cause the project to comply with federal, State, and regional air quality las and limitations.

Response 5-7 Pages 83 and 84 in Section IX. Air Quality Compliance, of the Air Quality and Global Climate Change Impact Analysis Report (pages 4.3-20 and 4.3-21 of the Draft EIR) Item Number: 1.

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address the project's consistency with the AQMP. Page 84 of the Report conducted in support of the Draft EIR states the following:

The SCAQMD CEQA Handbook states that "New or amended General Plan Elements (including land use zoning and density amendments), Specific Plans, and significant projects must be analyzed for consistency with the AQMP". Strict consistency with all aspects of the plan is usually not required. A proposed project should be considered to be consistent with the AQMP if it furthers one or more policies and does not obstruct other policies. The SCAQMD CEQA Handbook identifies two key indicators of consistency:
(1) Whether the project will result in an increase in the frequency or severity of existing air quality violations or cause or contribute to new violations, or delay timely attainment of air quality standards or the interim emission reductions specified in the AQMP.
(2) Whether the project will exceed the assumptions in the AQMP in 2016 (the currently approved AQMP) or increments based on the year of project buildout and phase.

For the first criterion list above (1) it states that "even with mitigation, the short‐ term construction impacts will result in significant impacts based on the SCAQMD regional thresholds of significance. In addition, with mitigation, long‐term operations impacts will also result in significant impacts based on the SCAQMD regional thresholds of significance." Therefore, the quantitative significance thresholds are used for criterion 1 only. As shown above, per SCAQMD, General Plan Elements must be analyzed for consistency with the AQMP. If the General Plan Elements are consistent, then a project's consistency with the General Plan land use element would by default be consistent with the AQMP.

The assumptions of the AQMP are based on the projected growth and development within the area. The City’s General Plan Land Use identifies this growth, and therefore, the consistency with the City’s land use designations would in turn mean consistency with the assumptions of the AQMP.

Mitigation has already been provided on page 85 of the Report; however, as stated in the Draft EIR and the Air Quality and Global Climate Change Impact Analysis Report, "even with incorporation of mitigation measures, project operational‐ source emissions exceed regional operational thresholds and would conflict with the Basin Air Quality Management Plan (AQMP)." No additional analysis is required.

Item Number: 1.

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Comment 5-8 The comment states that the City did not provide an adequate discussion of cumulative air quality impacts. The City’s cumulative impacts analysis fails to satisfy the purpose of disclosing the project’s impacts in relation to other nearby development. The analysis fails to adequately quantify or otherwise explain the project’s contribution to cumulative air quality impacts. Also, the comment states that the Draft EIR concludes the project will not have cumulative impacts during the construction phase because this phase will be conducted in accordance with SCAQMD methodology.

Response 5-8 As identified in the Air Quality and Global Climate Change Impact Analysis Report and the Draft EIR, the proposed project’s regional construction and operational related emissions and local operational emissions exceed SCAQMD thresholds even after mitigation for both construction and operational emissions.

The inclusion of the short-term construction emissions was inadvertently left out of the final sentence under the Cumulative Impacts discussion, although this issue is thoroughly evaluated in the Air Quality section of the Daft EIR. Page 4.3-38 of the Draft EIR has been revised to clarify that project emissions would remain significant even after the implementation of mitigation measures and therefore, the project would contribute to a cumulatively significant impact. Deleted text is stricken and new text is underlined.

The region is out of attainment for ozone and in 2014 was out of attainment for PM10. Construction and operation of cumulative projects will further degrade the local air quality, as well as the air quality of the Salton Sea Air Basin. The greatest cumulative impact on the quality of the regional air cell will be the incremental addition of pollutants mainly from increased traffic from residential, commercial, and industrial development and the use of heavy equipment and trucks associated with the construction of projects.

Air quality will be temporarily degraded during construction activities that occur separately or simultaneously. However,In accordance with the SCAQMD methodology, projects that do not exceed the SCAQMD criteria or can be mitigated to less than criteria levels are not significant, and do not add to the overall cumulative impact. However, with respect to short-term construction and long‐term operational emissions, even with incorporation of mitigation, this project would create a potentially significant cumulative impact.

Item Number: 1.

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Comment 5-9 The City’s evaluation of biological resources fails to provide adequate species baseline, and it fails to supply adequate mitigation for the project.

Response 5-9 The project site and alternatives were thoroughly evaluated in two different biological resources assessments that were included in the Appendix C of the Draft EIR:
• General Biological Resources Assessment, Jurisdictional Delineation and Land Use Consistency Review for the Vesting Tentative Tract Map No. 37185 and Specific Plan Applications Desert Land Ventures III LLC, prepared by Jericho Systems, Inc., July 2017
• General Biological Assessment, Jurisdictional Determination and Land Use Consistency Review for the Desert Land Ventures III Off-site Sewer Alignment, prepared by Jericho Systems, Inc., December 2017.

The methodology utilized in both studies included both a literature review of the California Natural Diversity Database (CNDBB) species occurrence overlay, the U.S.

Fish and Wildlife Service (USFWS) species occurrence overlay, and Coachella Valley Multiple Species Habitat Conservation Plan (CVMSHCP) species and conservation areas overlays within a 5-mile radius, as well as a field survey that provided 100 percent coverage of the project and its elements. Further, even though the project is situated in the southeastern portion of the Desert Hot Springs USGS quadrangle, the biological resources assessment literature review included the adjacent USGS quadrangles: Seven Palms Valley, Palm Springs and Cathedral City.

The field survey report relayed that it took into account all of the sensitive species that were documented on the various parcels and why they were not found on the project site and/or if suitable habitat for these species existed. The report concluded that neither suitable habitat for sensitive species nor sensitive species existed within the project site.

Comment 5-10 The comment states that the City does not discuss the potential for occurrence of several species the USFWS has identified as being potentially present on the site, including the southwestern willow flycatcher burrowing owl and various migratory birds or otherwise address the potential for several other migratory birds to use the project site as nesting and feeding habitat.

Response 5-10 Regarding the Southwestern willow flycatcher (SWFL), the commenter provided Attachment 2 which is a list of species under the USFWS jurisdiction. The nearest documented occurrence for southwestern willow flycatcher (Empidonax traillii extimus [SWFL]) was documented in 2002 and is approximately 12 miles east/southeast of the project site, within suitable riparian habitat near the Coachella Valley Preserve. This species is characterized as a riparian obligate in Item Number: 1.

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that it only nests and forages within riparian habitat. There is no suitable riparian habitat for SWFL within the project site or surrounding area. Therefore, it was not necessary to address SWFL in the biological assessment. No further discussion in the Draft EIR is necessary.

Regarding the comment that the Draft EIR fails to mention the potential for several other migratory birds to use the site for nesting and feeding habitat, it should be noted that the Migratory Bird Treaty Act (MBTA) does not require an assessment of foraging habitat – except for State and federally listed species. For nonprotected species, the MBTA prohibits: "pursue, hunt, take, capture, kill, attempt to take, capture or kill, possess, offer for sale, sell, offer to purchase, purchase, deliver for shipment, ship, cause to be shipped, deliver for transportation, transport, cause to be transported, carry, or cause to be carried by any means whatever, receive for shipment, transportation or carriage, or export, at any time, or in any manner, any migratory bird, included in the terms of this Convention . . . for the protection of migratory birds . . . or any part, nest, or egg of any such bird." (16 U.S.C. 703).

Additionally, the CEQA criterion regarding general nesting birds refers specifically to “native wildlife nursery sites” (Interfere substantially with the movement of any native resident or migratory fish or wildlife species or with established native resident or migratory wildlife corridors, or impede the use of native wildlife nursery sites). The field survey conducted for the project did not find evidence of any native wildlife nursery sites.

Mitigation Measures BIO-2 through BIO-4 clearly address measures to avoid impacts to nesting birds during their nesting season so the applicant would be in compliance with the MBTA. Therefore, nesting birds have been adequately addressed in the Draft EIR and no further discussion is necessary.

Comment 5-11 The comment states that the Draft EIR does not mention the need for the project applicant to obtain an Incidental Take Statement or Incidental Take Permit prior to commencing development activities on the project site. If development were to occur prior to obtaining federal and State approval, this would likely result in the unauthorized take of species protected under the State and federal Endangered Species Act.

Response 5-11 No Incidental Take Statements or Incidental Take Permits are required for this project because the project site falls within the boundaries of the Coachella Valley Multiple Species Habitat Conservation Plan (CVMSHCP). In general, the USFWS and CDFW (referred to herein as “Wildlife Agencies”) directly regulate the Take of Item Number: 1.

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Federal and State Threatened, Endangered, and rare Species for projects not located in areas that are addressed in an approved MSHCP Plan Area.

However, in the case of an approved MSHCP, the USFWS and the CDFW have an agreement with the “Permittee” (in this case the City of Desert Hot Springs) that establishes long-term Take Authorizations and other assurances that will allow the taking of Covered Species incidental to lawful uses authorized by the Permittees.

Essentially, the approved MSHCP for the Coachella Valley pre-authorizes “Take” of State and Federally listed species for otherwise lawful actions – such as public and private development that may incidentally Take or harm individual species or their Habitat outside of the MSHCP Conservation Area – in exchange for the assembly and management of a coordinated MSHCP Conservation Area.

Per the CVMSHCP Section 1.2 – Purpose:
“The purpose of the MSHCP is to obtain Take Authorization (Take Permits) pursuant to FESA and the NCCP Act for Covered Activities in the Coachella Valley while balancing environmental protection with regional economic objectives and simplifying compliance with the State and Federal Endangered Species Acts and other applicable laws and regulations. The term “Permits” refers, collectively, to the Section 10(a)(1)(B) Permit and NCCP Permit issued by USFWS and CDFG, collectively (Wildlife Agencies) to Permittees for Take of Covered Species pursuant to FESA and the NCCP Act and in conformance with the MSHCP and the Implementing Agreement (IA), a contractual obligation between the individual Permittees and the Wildlife Agencies.”
With respect to the on-site biological resources, the biological resources assessment report prepared in July 2017 for the project identifies the following:

Although the northern portion of the project site is partially within the Willow Hole Conservation area, this portion of the project will be dedicated for open space conservation as part of the CVMSHCP’s Willow Hole Conservation Area. This area will remain unimpacted except for some potential permitted sustainable energy facilities that would likely be situated in the southeastern portion of the proposed open space area, adjacent the north side of Varner Road. All other project development is restricted to outside the Willow Hole Conservation Area. Therefore, the project would be consistent with the Conservation Goals and Objectives set forth in the CVMSHCP.

Item Number: 1.

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Therefore, because the portion of the project that is partially within the Willow Hole Conservation area of the CVMSHCP, that portion will be dedicated for open space conservation. Mitigation Measure BIO-5 also identifies measures to ensure consistency with the CVMSHCP Land Use Adjacency Guidelines requirements and restrictions as well as identifies the requirements that must be met for developing near a criteria cell.

With respect to any other State-and federally-protected species, the literature reviews and field surveys prepared for the project identified that there is no suitable habitat that exists for State- and/or federally-protected species, nor were there any signs that the project sites were occupied by State- and/or federallyprotected species. Therefore, because the project occurs within the boundaries of an area covered by the CVMSHCP, and there are no sensitive species that exist on site, take permits are not required for this project. Therefore, no further action by the applicant is required with respect to CVMSHCP compliance and threatened and endangered species.

Comment 5-12 The comment states that the Draft EIR states that the project applicant must undergo Joint Project Review to ensure MSHCP implementation. After the applicant submitsits application to relevant agencies, “impacts to covered species within the conservation area would be discussed.” First, it is unclear why the City considers simply discussing impacts to be sufficient mitigation. Second, the City appears to propose deferred mitigation regarding impacts to species protected under the CVMSHCP. The City must provide detailed and binding mitigation for any potential environmental impact.

Response 5-12 As discussed above in Response to Comment 5-11 and in the Draft EIR, a portion of the project site that is partially within the Willow Hole Conservation area will be dedicated for open space conservation. Mitigation Measure BIO-5 also identifies measures to ensure consistency with the CVMSHCP Land Use Adjacency Guidelines requirements and restrictions as well as identifies the requirements that must be met for developing near a criteria cell. This is appropriate mitigation given that the specific design elements (such as lighting, landscaping, drainage patterns) of the project have not yet been fully developed. Mitigation Measure BIO-5 ensures that the applicant will work with the appropriate authorities during design so that the Project design specifics will be compatible with the intent of the CVMSHCP.

Therefore, no further action by the applicant is required with respect to CVMSHCP compliance.

Comment 5-13 The comment states that the City has not provided Section 4.7 in the copy of the Draft EIR circulated to the public online. Appendix B contains a cursory analysis of Item Number: 1.

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greenhouse gas impacts, but does not provide an analysis or full discussion of the impacts. The City should recirculate the Draft EIR with Section 4.7 contained therein and provide members of the public additional time to review and comment on this section.

Response 5-13 The absence of Section 4.7, Greenhouse Gas Emissions, was a technical error when preparing the electronic copy of the EIR for public review, however this section is based on the Air Quality and Global Climate Change Impact Analysis, prepared by Kunzman Associates that is included in Appendix B of the Draft EIR. The findings of Section 4.7 and related mitigation measures and level of significance after mitigation were also included in Table 1-3, Summary of Environmental Impacts, Regulatory Requirements and Mitigation Measures, beginning on page 1-16.

Section 4.7 has been added to the Final EIR. Additionally, a summary of potential impacts associated with Greenhouse Gas Emissions was included in Section 5.2, Significant Environmental Effects Which Cannot be Avoided if the Proposed Project is Implemented (page 5-3 of the Draft EIR) and Section 6.3, Impacts of the Proposed Project (page 6-6 and 6-7 of the Draft EIR).

The City has reviewed Section 4.7 and concluded that there is no additional applicable greenhouse gas analysis that is not included elsewhere in the EIR and Appendix B. Therefore, no substantial information was added to the Revised Draft EIR that would require recirculation of the document.

Comment 5-14 The comment states that the limited information contained in Appendix B is troubling and goes on to state that the project will generate 29,954 tons of CO2e annually. The City’s Greenhouse Gas Plan requires the City to reduce its greenhouse gas emissions by roughly 51,000 MTCO2e each year, but the project proposes adding approximately 30,000 tons of CO2 emissions annually. The City must provide additional evidence that the project would not have a cumulative effect on greenhouse gas emissions.

Despite the project’s negation of 60 percent of the City’s Greenhouse Gas Plan reductions, Appendix B determines the project is consistent with this plan, based on analysis of eleven of the Plan Policies. Appendix B fails to address the project’s consistency with several other applicable policies.

Additionally, Appendix B does not discuss potential for the project to be subject to energy audits, the summer discount program, or residential reduction goals. The City must provide additional analysis of projected emissions and assess whether the project could be consistent with the City’s Climate Action Plan goals.

Item Number: 1.

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Response 5-14 The greenhouse gas analysis was included as part of the Air Quality and Global Climate Change Impact Analysis in support of the Draft EIR. The conclusion of the analysis was that after mitigation, the proposed project will generate emissions of 29,954.52 metric tons of CO2‐equivalent per year. These emissions, even with the incorporation of mitigation, would exceed the SCAQMD GHG emissions threshold of 3,000 MTCO2e per year for all land use types. Therefore, the proposed project does not meet the threshold for compliance with Executive Order S‐3‐05 and the project's emissions would not comply with the goals of AB 32 and SB 32.

Furthermore, as the proposed project would conflict with the goals of SB‐32, the project conflicts with an applicable plan, policy or regulation of an agency adopted for the purpose of reducing the emissions of greenhouse gases, and impacts are considered to be significant and unavoidable.

With the above stated information, it was identified that the proposed project’s GHG emissions exceeded the goals and policies within identified applicable plans; and, were therefore, identified as being cumulatively considerable and, as can be seen in the GHG section of the DEIR, the DEIR has been prepared based on this information.

Comment 5-15 The comment states that regardless of the project’s negation of 60 percent of the City’s Greenhouse Gas Plan reduction, the Air Quality and Global Climate Change Impact Analysis (Draft EIR Appendix B) determines the project is consistent with this plan, based on analysis of eleven of the Plan Policies. In reaching this conclusion, Appendix B fails to address the project’s consistency with several other applicable policies. For instance, although the City states a large part of the project’s emissions will be created through transportation, Appendix B does not assess the project’s consistency with any of the City’s transportation policies.

Additionally, Appendix B does not discuss the potential for the Project to be subject to energy audits, the summer discount program, or residential or hotel reduction goals. The City must provide additional analysis of projected emissions, and assess whether the Project could, under any circumstances, be consistent with the City’s Climate Action Plan goals. See Center for Biological Diversity v.

Department of Fish & Wildlife (2015) 62 Cal.4th 204,217.

Response 5-15 As stated in Response to Comment 5-14, the proposed project’s mitigated emissions are 29,954.52 metric tons of CO2‐equivalent per year, which will in fact add to the City’s emissions rather than reduce the City’s emissions as per the reduction target identified in the City’s CAP. However, as discussed in the Draft EIR, the proposed project requires design features that follow many of the City’s GHG emissions reduction measures. Implementing these GHG reduction Item Number: 1.

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measures is how the City plans to achieve their reduction goal of roughly 51,000 metric tons of CO2‐equivalent each year. Therefore, although the proposed project does indeed add a significant amount of GHG emissions to the area, it is following the City’s guidelines in reducing GHG emissions.

Eleven of the reduction measures were discussed, as these were the measures that most appropriately applied to the proposed project. The proposed project’s GHG emissions are mainly derived from mobile sources; however, project mitigation requires that employee vanpool/ride share programs be provided for at least 80 percent of on‐site employees. The potential transportation related measures in the City’s CAP that could be applicable to the proposed project include the following:
• Car‐pooling and mass transit: Promote “shared vehicle at work” programs to increase carpooling and mass transit by 20% with a “guaranteed ride home.” • Telecommuting: Promote telecommuting and flex‐time for local businesses to achieve and track 100 teleworkers in Desert Hot Springs. • Van Pools: Partner and recognize all DHS major employers with over 50 employees for van pools.
• Anti‐idling: Pas ordinance that restricts idling of greater than 5 minutes for all commercial vehicles in specific zones. In accordance with CARB rules regarding idling of commercial vehicles.

Therefore, although the City's transportation‐related measures were not discussed as a separate item in the analysis for the proposed project, the mitigation listed for the project has similar requirements to the City's measures and would result in similar emissions reductions. In addition, the anti‐idling measure is a CARB enforced rule; therefore, all vehicles that access the site would be required to abide by this rule.

Furthermore, these are the City’s identified measures that can be used in order to reach their overall reduction goal; it does not state within the City’s CAP that a project or business has to incorporate all eighty measures to be considered on track to help the City reach their goal.

Additionally, the proposed project includes only industrial and commercial uses and; therefore, would not be subject to any of the residential reduction goals. In regards to the summer discount program and energy audits a discussion regarding these was in fact included within the discussion of the project’s consistency with the eleven CAP measures. As stated in Table 4.7‐4 of the Draft EIR, the Energy Efficiency and Demand Response (such as the Summer Discount Program), Item Number: 1.

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“temperature club,” and SCE’s Energy Management Solutions’ energy efficient lighting are City‐based measures and if the project is mandated to be one of the businesses to enroll in one of these programs then the project must comply as needed. No further analysis is required.

Comment 5-16 The comment states that the City’s proposed mitigation in the Hazards and Hazardous Materials section that unacceptably defers the formulation of much of its mitigation to a later date. It must address potential impacts associated with the improvements contemplated by the project, even if the exact alignment of the trails or location of dog facilities are unknown.

Response 5-16 First it should be noted that this comment appears to be a remnant from a comment letter on another project for a park master plan that included trails and a dog park. The proposed project is a specific plan that focuses on the future use of the site for industrial and commercial projects.

The Draft EIR was prepared as a program EIR that identified potential future projects but because there are not actual development projects associated with the DLVSP at this time, project specific mitigation measures could not be identified. As a program EIR for a specific plan, the intent of the document is to provide the environmental framework for the evaluation of development projects within the specific plan project boundary that will be proposed at a later date. As set forth in CEQA Guidelines Section 15168, future projects must be examined in the light of the program EIR to determine whether an additional environmental document must be prepared. If a later activity is found to have the potential to result in impacts that were not evaluated in the program EIR, then a new Initial Study would be prepared leading to the preparation of either a Subsequent EIR or a Mitigated Negative Declaration. As new projects are proposed, the City would undertake this exercise as set forth in the CEQA Guidelines.

As described in the Draft Program EIR, it is likely that the industrial portion of the project would be developed with cannabis uses, and there are two measures specific to that activity included in the Hazards and Hazardous Material section specifically related to how water and wastewater will be controlled. There are also four regulatory requirements that would also apply to future projects, including the requirement to prepare and implement a Hazardous Materials Business and Emergency Plan (HMBEP) and a Spill Prevention Countermeasures Contingency Plan (SPCCP). Therefore, the Hazards and Hazardous Material section of the Draft EIR provides the necessary evaluation of the proposed DLVSP for the City Council to make an informed decision about the specific plan at this time.

Item Number: 1.

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Also see response to comment 5-17 below.

Comment 5-17 The comment states that while the City states that hazardous waste management may be required, the City defers the formulation of this waste management mitigation to a later date. This is true for any proposal to recycle onsite water, to dispose of toxic cannabis production byproducts, for the creation of a Storm Water Pollution Prevention Plan, the Hazardous Materials Business Emergency Plan, and the Spill Prevention Countermeasure Contingency Plan. The City knows what uses are proposed and which toxic materials the project may produce. The City must disclose these potential hazards and set binding mitigation to address the impacts now.

Response 5-17 Due to the variety of the types of development that are permitted within the DLVSP, not all mitigation will apply to every land use. Both Mitigation Measures in Section 4.8, Hazards and Hazardous Materials (DEIR Page 4.8-15) apply to cannabis cultivation development within the project site. It is common practice with large-scale indoor cannabis cultivation to recycle cultivation water through reverse osmosis to remove all total dissolved solids and reuse the water for cultivation or utilize a hydroponic growing system. Each method has potential to produce hazardous wastewater. Mitigation Measures HAZ-1 and HAZ-2 would ensure that applicants utilizing these technologies would be required to disclose their methods of properly treating and/or disposing of the potentially hazardous wastewater.

Mitigation Measure HAZ-1 requires an applicant to provide the City with proof of contract with a licensed hazardous waste hauler that will be responsible for removing reverse osmosis byproducts and any cultivation wastewater from the project site during project operation. The applicants will be required to supply the City with the information prior to issuance of a certificate of occupancy so the City can ensure that potentially hazardous waste a wastewater as a byproduct from cannabis cultivation will be properly disposed of.

Mitigation Measure HAZ-2 requires an applicant to provide the City and the Riverside County Department of Environmental Health with a detailed description of the project’s proposed treatment for wastewater discharge associated with cultivation via hydroponic growing system prior to the issuance of building permits so the agencies can ensure that applicant are properly treating and disposing of potentially hazardous wastewater.

All the Regulatory Requirements for Section 4.8 (Page 4.8-16) are separated from the mitigation measures because they are required by public agencies during the Item Number: 1.

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permitting process of a project. Each potential applicant proposing to develop within the DLVSP would be required to comply with Regulatory Requirement RR-6 through RR-9 during the permit process; therefore these requirements are not considered mitigation. Nonetheless, since the DEIR is a program EIR, each applicant proposing development within the DLVSP would comply with the Regulatory Requirements during the development permit process, so these actions were analyzed in the EIR as actions that would result in a reduction of potential impacts regarding hazards and hazardous waste.

Due to the variety of land uses permitted within the DLVSP, future applicants may propose land uses that have potential to transport, dispose, or accidently release hazardous materials into the environment. Consistent with 14 CCR 15168(c), subsequent activities in the program must be examined in the light of the program EIR to determine whether an additional environmental document must be made.

If a specific project within the DLVSP has potential to create additional environmental impacts, a supplemental CEQA document will be required.

Therefore, the mitigation proposed within Section 4.8 of the DEIR is sufficient for the Program EIR and additional CEQA documentation would be required for future projects within the project site that are not consistent with the DEIR.

Comment 5-18 The comment states that the Draft EIR provides two options for the provisions of water to the project but has failed to analyze which option the project will be permitted under.

Response 5-18 The evaluation of multiple options for water and wastewater supply was done because the applicant was coordinating with both CVWD and MSWD at the time the EIR was being prepared. Thus, in addition to the evaluation of more than one supplier of water and wastewater service, the EIR includes two Water Supply Assessments. Prior to circulation of the EIR for public review, MSWD agreed to supply water and wastewater to the project site, which is ultimately more desirable to the project proponent because MSWD has existing water infrastructure closer to the project site than CVWD. Therefore, MSWD service options are included in the Draft EIR as Option 1. Option 1 also includes an Option A and Option B, which are two potential alignments for water and sewer infrastructure to supply the project site. The EIR analyzes both alignments for potential environmental impacts. As discussed on page 4.9-10 of the Draft EIR, Option 2 would involve development of and onsite private groundwater well, wastewater treatment storage, and associated infrastructure. Option 2 would likely be utilized as an interim improvement to provide water supply to the site Item Number: 1.

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until the MSWD water infrastructure is completed. All improvements would be made within the project site.

Although the Draft EIR addresses multiple water supply options, all potential environmental impacts for each option were analyzed throughout the EIR.

Therefore, the Draft EIR contained all the information that reviewers needed to understand potential impacts for each water supply option.

Comment 5-19 The Draft EIR does not provide an adequate discussion of cumulative impacts. The City summarily states “the project would contribute to a cumulative increase in groundwater demand that could result in overdraft if no countermeasures are enforced. The analysis does not identify, quantitatively or qualitatively, the extent of potential for these cumulative impacts.

Response 5-19 The Countermeasures that are referred to in the cumulative analysis are from MSWD’s Urban Water Management Plan and included in Section 3.6, Water Management and Conservation Programs, of the Water Supply Assessment (WSA) prepared for the proposed project (Appendix F.7). The water conservation measures and ordinances implemented by MSWD has resulted in a 44.1 percent reduction in water use between 2005 and 2015, which exceeds the 20 percent reduction for 2020 required by SBx7-7. The water management and conservation programs include the following:
• Demand Management Measures
• Water Shortage Contingency Plan
• Water Conservation Master Plan
• Water Efficient Landscape Guidelines
Additional information on these programs can be found in Section 3.6 of the WSA (Appendix F.7). The estimated MSWD water demands included in the 2015 UWMP take into account anticipated development and population growth within the service area. Additionally, the estimated MSWD water demand includes implementation of the aforementioned water management and conservation programs. The MSWD WSA prepared for the project concluded that the proposed project’s estimated annual water demand falls within the available and projected water supplies for normal, single-dry, and multiple-dry years for a 20-year period, and MSWD has the capacity to serve the proposed Project over the long-term.

Therefore, since MSWD is capable of supplying the proposed project in the long term, including potential development and population growth within the City, the proposed project will not have a cumulative impact on groundwater supplies.

Item Number: 1.

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Comment 5-20 The City assumes that 30 percent of the water the project will use for cannabis cultivation would be recycled as a standard practice in medical marijuana cultivation. However the City does not require recycling as a mitigation measure so it cannot be relied upon for water savings.

Response 5-20 The WSA accounted for a 30 percent return for cannabis cultivation land uses based on the fact that it is common practice in the industry. The City anticipates that recycling of cultivation water would be included in the project design of any cannabis cultivation development proposed within the DLVSP. Since the Draft EIR is a Program EIR (previously discussed in comment 5-16), the City will review each proposed project within the project site to ensure it is consistent with the analysis in the DEIR and doesn’t pose additional environmental impacts. If a potential applicant proposes a cannabis cultivation development without inclusion of water recycling technology, the applicant will be required to prepare supplemental CEQA documentation to address the potential environmental impacts to groundwater and water supply that were not analyzed in the program EIR.

Comment 5-21 The City determined that the project will not contribute significantly to population and housing impacts without mitigation. The project is projected to increase this population by almost 7,000, which would account for a 25 percent increase from the City’s baseline population. The analysis is fundamentally lacking because it fails to assess cumulative impacts from other present and reasonably foreseeable development projects in the City. The City has provided no evidence to suggest the project, in conjunction with other permitted and future cannabis projects, would have no cumulatively significant impact on population and housing in the City. The City’s statement that there are no cumulative growth-inducing impacts from development of cannabis-related businesses cannot be supported by substantial evidence, as all evidence suggests the opposite.

Response 5-21 The City of Desert Hot Springs provides affordable housing and quality of life amenities but has continued to lack an employment base of adequate size or diversity (General Plan, 2000). Economic expansion would help to balance the City’s jobs-to-housing ratio that is currently skewed to the housing side. As discussed in Section 4.13 of the Draft EIR, this is apparent in the City because the current unemployment rate in Desert Hot Springs is 6.7 percent, which translates to approximately 1,950 residents. The City’s unemployment rate is 1.1 percent higher than the Riverside County rate and 1.8 percent higher than the national rate.

Item Number: 1.

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In addition, employees in southern California tend to be mobile and often do not live in the same city where they work. This is evident by the peak hour trips experienced on any freeway during peak hours.

Finally, the City of Desert Hot Springs is in a unique position to have an abundance of vacant land designated for both residential and non-residential uses. As discussed in Draft EIR Section 5.4, Growth Inducing Impacts, the City of Desert Hot Springs is encouraging growth in the area as described in Chapter 3, Project Description, with the adoption of the I-10 Community Annexation. Specifically, the City annexed approximately 4,000 acres (including the project site) of unincorporated County of Riverside territory lying between the southern boundary of the City and the I-10 freeway. The economic development principles and objectives established by the City for this 4,000-acre area state that the annexation was undertaken in order to take advantage of additional economic opportunities that can occur due to direct visibility from and convenient access to the I-10 freeway, a major regional transportation corridor in the Coachella Valley.

The 4,000-acre area provides expanded opportunity for the City to increase its sales-tax base and reduce sales-tax leakage through development of additional retail uses, and to expand its job base through additional commercial and industrial development. Such economic expansion would also help to balance the City’s jobs-to-housing ratio that is currently skewed to the housing side. As new jobs are created in the I-10 Community Annexation area and other areas where industrial and commercial land uses are allowed, there will be pressure for residential development to start up again creating new opportunities for employees to live and work in the City of Desert Hot Springs. Therefore, the growth-inducing aspects of the DLVSP project are considered by the City to be a beneficial/positive impact and would result in the creation of new residential development opportunities.

Comment 5-22 This comment states that the Public Services Section concludes that there would be no impact on public services because it would not substantially impact population growth in the City because there is no residential development proposed within the DLVSP. The project does proposed residential development and is permitted to construct dwelling units. The fact that the project does not propose housing to accommodate the approximately 7,000 residents speaks volumes to the impacts to utilities and public services the project will place on the City.

Response 5-22 See Response to Comment 5-1 for a discussion on land uses permitted on the project site and Comment 5-21 for a discussion of population growth. Although Item Number: 1.

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residential development is currently permitted in the Rural Desert land use designation on the project site, upon approval of the DLVSP residential development will no longer be permitted on the project site, as shown in Table 2-

3. Therefore the commenter is incorrect in the assumption that the proposed project will permit residential development.

Comment 5-23 The project is noteworthy for its relative distance from public services. Police and fire stations are miles away from the project site, yet the project would add approximately 2,212 workers onsite, not counting cannabis tourism. The Draft EIR fails to provide City and regional labor statistics, but the project operation could represent over seven percent of the entire population of the City.

Response 5-23 The applicant worked closely with the City and service providers to ensure that the proposed project would not have an adverse effect on the provision of public services. Payment of Development Impact Fees to the City of Desert Hot Springs, County of Riverside, and the Palm Springs Unified School District would occur at the time development projects are proposed. In addition, the Draft EIR was prepared as a program EIR that identified potential future projects but because there are not actual development projects associated with the DLVSP at this time, project specific mitigation measures could not be identified. As a program EIR for a specific plan, the intent of the document is to provide the environmental framework for the evaluation of development projects within the specific plan project boundary that will be proposed at a later date. As set forth in CEQA Guidelines Section 15168, future projects must be examined in the light of the program EIR to determine whether an additional environmental document must be prepared. If a later activity is found to have the potential to result in impacts that were not evaluated in the program EIR, then a new Initial Study would be prepared leading to the preparation of either a Subsequent EIR or a Mitigated Negative Declaration. As new projects are proposed, the City would undertake this exercise as set forth in the CEQA Guidelines. Each future project would be subject to review by public service providers as part of the entitlement process for individual projects within the DLVSP project site.

Comment 5-24 Because the project would provide a hub for marijuana purchase and consumption, the project has the potential to require higher than normal public service use.

Response 5-24 Section 4.14 of the Draft EIR describes the anticipated increased demand for public services with development of proposed project land uses, including potential for cannabis land uses. The Draft EIR includes seven regulatory requirements in Section 4.14. The City believes that the regulatory requirementsfor public services Item Number: 1.

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are sufficient to reduce potential impacts, specifically on fire and police protection, and no mitigation is required.

Regulatory Requirements RR-17 and RR-20 require the project applicant(s) to pay development impact fees to compensate for the cost necessary to maintain an acceptable level of fire and police service to the project site. Regulatory Requirement RR-18, RR-19 and RR-23 require continued coordination and review by the City, Riverside County Fire Department and Police Department to ensure that the City can provide adequate fire and police protection. Regulatory Requirement RR-21 requires the project applicant(s) to undergo police department review to ensure the department can provide adequate police protection. Regulatory Requirement RR-22 requires project applicant(s) to implement around the clock security, including video cameras and security personnel, consistent with the City’s municipal code. Compliance with all regulatory requirements discussed in Section 4.14 of the DEIR will ensure that proper review and action are taken to provide adequate public services to the proposed land uses in the DLVSP.

Item Number: 1.

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Chapter F.3 Revisions to the Draft EIR
Introduction
Revisions have been made to the text of the Draft EIR in response to comments received during the public review period. In accordance with Section 15088.5(a) of the CEQA Guidelines, minor revisions to the Draft EIR do not constitute significant new information that would require recirculation of the Draft EIR. Recirculation is only required when the new information added shows a new, substantial environmental impact resulting from the project or from a mitigation measure; shows a substantial increase in the severity of an impact where the incorporation of new mitigation will not reduce the impact to less than significant; where the information shows a new feasible alternative or mitigation measure that would clearly lessen the impact, but a project proponent refuses to incorporate it; or where the EIR is so fundamentally inadequate that public review of the prior document is effectively meaningless. See Laurel Heights Improvement Ass’n v Regents of Univ. of Cal. (1993) 6 Cal.4th 1112, 1130. None of the changes or additional details meet those standards as required in order to support the recirculation of the Draft EIR. Revisions discussed in this chapter represent clarification of mitigation measures, or text in the environmental analysis.

General Addition: Where a section was revised to include updated information from updated technical studies, the introductory section was updated to include reference to the updated mitigation measures. These revisions are shown with double underlining.

Updated technical studies: One technical study was updated – the Air Quality/Global Climate Change was updated to clarify analysis and mitigation in response to comments from SCAQMD.

All revisions to the Draft EIR are done with new text being underlined, and deleted text stricken through.

Revisions in Response to Comments Received
Chapter 1 Executive Summary
The following revisions are made to mitigation measures in Table 1.3, Summary of Environmental Impacts, Regulatory Requirements and Mitigation Measures. These revisions will also be made to the measures as they are identified in their respective sections of Chapter 4, Environmental Impact Analysis.

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and shall be verified by the City Building Official or his/her designee, prior to application of coatings and/or traffic paint.

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AQ-12 The project applicant shall require the use of 2010 model year diesel haul trucks that conform to 2010 EPA truck standards or newer diesel haul trucks (e.g., material delivery trucks and soil import/export) during construction and operation, and if the Lead Agency determines that 2010 model year or newer diesel haul trucks are not feasible, the Lead Agency shall use trucks that meet EPA 2007 model year NOx emissions requirements, at a minimum. This requirement shall be stipulated in all contract documents between the applicant and his/her contractors as applicable which shall be available upon request from City staff.

AQ-13 The project applicant shall ensure that 240‐Volt electrical outlets or Level 2 chargers are installed in parking lots that would enable charging of NEVs and/or battery powered vehicles. This shall be verified prior to occupancy of each building as it is developed.

AQ-14 The project applicant shall require the use of electric or alternatively fueled sweepers with HEPA filters. This shall be verified periodically during operation by City Code Enforcement.

AQ-15 The project applicant shall require the use of electric lawn mowers and leaf blowers. This shall be verified periodically during operation by City Code Enforcement.

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RR-3 All development within the project site must adhere to SCAQMD Rules 403, and 403.1 and 403(e) for the control of fugitive dust during all phases of construction. The project proponents of all development projects within the project site will be required to obtain and prepare a Fugitive Dust Control Plan. A copy of each Plan must be submitted to the City Engineer or his/her designer prior to issuance of grading permits. A copy of each Plan must be available at each project site.

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submission to the State Historic Preservation Officer (SHPO) and the Agua Caliente Tribal Historical Preservation Office (THPO).

Section 4.3 Air Quality
A section discussing SCAQMD Rule 403(e) – Large Operations has been added to page 32 of the Air Quality and Global Climate Change Impact Analysis and to page 4.3-9 and 4.3-10 of the Drat EIR as follows:

SCAQMD Rule 403(e) are additional requirements for Large Operations.

A. submit a fully executed Large Operation Notification (Form 403 N) to the Executive Officer within 7 days of qualifying as a large operation;
B. include, as part of the notification, the name(s), address(es), and phone number(s) of the person(s) responsible for the submittal, and a description of the operation(s), including a map depicting the location of the site;
C. maintain daily records to document the specific dust control actions taken, maintain such records for a period of not less than three years; and make such records available to the Executive Officer upon request;
D. install and maintain project signage with project contact signage that meets the minimum standards of the Rule 403 Implementation Handbook, prior to initiating any earthmoving activities;
E. identify a dust control supervisor that:
i. is employed by or contracted with the property owner or developer; ii. is on the site or available on‐site within 30 minutes during working hours; iii. hasthe authority to expeditiously employ sufficient dust mitigation measures to ensure compliance with all Rule requirements;
iv. has completed the AQMD Fugitive Dust Control Class and has been issued a valid Certificate of Completion for the class; and
F. notify the Executive Officer in writing within 30 days after the site no longer qualifies as a large operation as defined by paragraph (c)(18).

Item Number: 1.

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even after the implementation of mitigation measures.
… Air quality will be temporarily degraded during construction activities that occur separately or simultaneously. However, In accordance with the SCAQMD methodology, projects that do not exceed the SCAQMD criteria or can be mitigated to less than criteria levels are not significant, and do not add to the overall cumulative impact. However, with respect to short-term construction and long‐term operational emissions, even with incorporation of mitigation, this project would create a potentially significant cumulative impact.

Mitigation Measure AQ‐1 has been amended to include enforcement text as follows:

As requested by SCAQMD, Mitigation Measures AQ-12 through AQ-15 have been included on page

4.3-39 of the DEIR, and included as Mitigation Measure 12 through 15 in the Revised Air Quality and Global Climate Change Impact Analysis.

Item Number: 1.

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AQ-13 The project applicant shall ensure that 240‐Volt electrical outlets or Level 2 chargers are installed in parking lots that would enable charging of NEVs and/or battery powered vehicles. This shall be verified prior to occupancy of each building as it is developed.

AQ-14 The project applicant shall require the use of electric or alternatively fueled sweepers with HEPA filters. This shall be verified periodically during operation by City Code Enforcement.

AQ-15 The project applicant shall require the use of electric lawn mowers and leaf blowers. This shall be verified periodically during operation by City Code Enforcement.

Revise Regulatory Requirement RR-3 to be consistent with compliance for SCAQMD Rule 403(e) as requested by SCAQMD, as follows:

Section 4.7 Greenhouse Gas Emissions
Section 4.7, Greenhouse Gas Emissions, was absent from the DEIR due to a technical error then preparing the electronic copy of the EIR for public review. Section 4.7 has been included in its entirety to the Revised Draft EIR.

Section 4.17 Tribal Cultural Resources
Mitigation Measure TRC-1 has been revised on Page 4.17-6 of the Revised Draft EIR to reflect that prior to commencement of any ground disturbing activities, the applicant or his/her designee shall coordinate with the tribes to identify a Native American monitor.

Item Number: 1.

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Desert Hot Springs City CouncilApril 21, 2026

Desert Hot Springs City Council
April 21, 2026