Appendix H - Hydrology Report — San Jacinto City Council, November 19, 2024

Preliminary Drainage Report
Monday, July 8, 2024

INTRODUCTION
The following report and calculations were prepared to analyze the 2, 10 & 100-year storm runoff from the development of the TTM 38872 at the southwest corner of Esplanade Avenue and Hewitt Street in the City of San Jacinto, Ca. An onsite extended detention basin is proposed for mitigation of incremental increase in runoff from the site and BMPs for treatment of site runoff.

SITE BACKGROUND
The proposed project is located on the south side of Esplanade Avenue, westerly of Hewitt Street, with Commonwealth Avenue on the south side of the property. The property is vacant and undeveloped and generally slopes from southeast to northwest.

There is commercial development along the west side of the property with RCFCD SD Line D-2 adjacent to the site within Hewitt Street.

The soil type for the area is a mix of Types A & B per Plate C-1.32 “Hydrologic Soils Group Map for San Jacinto” from the Riverside County Hydrology Manual. For purposes of calculation with have used 20% Type A and 80% Type B soil types.

METHODOLOGY
Subareas were determined based on the proposed grading of the site. A link-node model was created for each subarea, with flow path length and elevations shown for the upstream and downstream nodes for the subarea. Peak flowrates were determined for each subarea using the CivilDesign Corporation “RIV” rational method hydrology software. The results of those calculations are shown on the site hydrology map included with this report. Separate maps for the existing and developed condition are included with this report.

ANALYSES/DISCUSSION
Rational method hydrology calculations have been prepared for 2, 10 & 100-year existing and proposed condition for the project site. In the existing condition flows traverse the site in a sheet flow manner from Commonwealth Avenue to Esplanade Avenue. In the existing condition those flows exit site along the northerly property line at the northwest corner of the property and thence flow westerly along Esplanade Avenue towards RCFCD SD Line F.

In the developed condition, the site has been designed to modify the flow pattern for the site with flows being routed through the proposed onsite extended detention basin.

The drainage areas and peak Rational Method 2, 10 & 100-year discharges are summarized below:

Existing Condition
Node No.

Sub-Area
(Ac.)
Total Area
(Ac.)
2-Yr Discharge
(cfs)
10-Yr Discharge
(cfs)
100-Yr Discharge
(cfs) Tc (min)
101 9.40 9.40 4.46 10.25 16.86 16.49
102 15.08 24.48 10.17 24.36 39.90 20.56
Developed Condition
Node No.

Sub-Area
(Ac.)
Total Area
(Ac.)
2-Yr Discharge
(cfs)
10-Yr Discharge
(cfs)
100-Yr Discharge
(cfs) Tc (min)
101 4.98 4.98 3.88 6.63 10.19 13.07
102 2.40 7.38 5.52 9.48 14.62 16.03
103 1.42 8.80 6.42 11.06 17.10 17.42
104 2.00 10.80 7.65 13.22 20.50 18.41
104 4.40 15.20 10.34 17.96 27.97 18.41
105 1.12 16.32 11.00 19.12 29.81 19.55

108 4.57 4.57 3.35 5.72 8.81 14.60
109 1.82 6.39 4.52 7.75 11.96 17.70
106.1 0.00 22.71 15.14 26.38 41.18 19.47
110 0.49 23.20 15.29 26.76 41.82 19.73
Based on these calculations, without any attenuation/detention the project would increase flows about 5% (41.82 cfs / 39.90 cfs). In order to not impact downstream facilities and properties an onsite basin is proposed to mitigate the increase in the post-developed condition. The basin is a maximum of 4’ deep (bottom of basin at 71.0 elevation with a top elevation of 75.0.

Flows from the site will be routed through the onsite detention basin and discharge onto Esplanade Avenue. Those flows will continue downstream to the west via surface flow to the Existing Storm Drain Line F.

UNIT HYDROGRAPH AND BASIN ROUTING
In order to determine the attention affect of the proposed basin on the discharge peak flow for the 100-year storm a Basin Storage – Outflow Table was developed – see tables below. A unit hydrograph was developed for the existing condition having a peak flow of 34.58 cfs.

A unit hydrograph was developed for the area tributary to the onsite basin area, and then those flows were routed through the proposed basin. The 1 Hour 100-year storm UH has a peak inflow of 34.64 cfs, a peak outflow of 17.65 cfs and a maximum depth of 3.49 feet. The basin reduces the peak flow outflow to 51% of both the existing and developed condition peak flow rates thereby mitigating the developed condition flow rate to be below the existing condition flow rates (17.65/34.58) = 0.51.

Basin Depth - Storage

#
Elevation
ft
Depth
ft
Delta h
ft
Area
sf
Delta V
cf
Storage
Volume (cf)
Storage
Ac-ft
1 71.00 0.00 0.00 9,105 0 0 0.0000
2 72.00 1.00 1.00 11,028 10,067 10,067 0.2311
3 73.00 2.00 1.00 13,110 12,069 22,136 0.5082
4 73.50 2.50 0.50 14,235 6,836 28,972 0.6651
5 73.75 2.75 0.25 14,910 3,643 32,615 0.7487
6 74.00 3.00 0.25 15,360 3,784 36,399 0.8356
7 74.25 3.25 0.25 15,814 3,897 40,295 0.9251
8 74.50 3.50 0.25 16,368 4,023 44,318 1.0174
9 74.75 3.75 0.25 17,049 4,177 48,495 1.1133
10 75.00 4.00 0.25 18,084 4,392 52,887 1.2141
Basin Depth – Outflow
#
Elevation
ft Invert H (ft) Area (sf)
Q
(cfs)
1 71.00 0.00 0.00 0.00
2 72.00 0.00 0.00 0.00
3 73.00 0.00 0.00 0.00
4 73.50 0.50 1.50 5.11
5 73.75 0.75 2.25 9.38
6 74.00 1.00 3.00 14.44
7 74.25 1.25 3.00 16.15
8 74.50 1.50 3.00 17.69
9 74.75 1.75 3.00 19.11
10 75.00 2.00 3.00 20.43
PROPOSED PROJECT BMP’s
Due to the lack of downstream drainage facilities in Esplanade Avenue we have selected an extended detention basin onsite as the method for treatment of onsite flows to reduce the post-development flow rate leaving the site to match the existing condition flow rate.

The details of the extended detention basin are shown on the Tentative Map and Preliminary Grading Plan. The extended detention basin will require the dead storage lying below 73.0 to be pumped out to Esplanade Avenue after storm events if the basin has not dried out within 48 hours after a storm event.

CONCLUSION
Based on the calculations and proposed improvements, the onsite extended detention basin can handle the incremental increase of flow from the development of the site and reduce the developed condition flow rates to Esplanade Avenue below the existing condition flow rates and the proposed site development will not impact offsite properties.

Appendix A
Existing Condition Rational Method Calculations
2-year
10-year
100-year
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 12/28/23 File:sjex2.out
------------------------------------------------------------------------ TTM 38872 - Esplanade Collection
City of San Jacinto
Existing Condtion
2-year storm
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 Standard intensity-duration curves data (Plate D-4.1)
For the [ San Jacinto ] area used.
10 year storm 10 minute intensity = 1.980(In/Hr)
10 year storm 60 minute intensity = 0.810(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.537(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 512.000(Ft.)
Top (of initial area) elevation = 84.100(Ft.)
Bottom (of initial area) elevation = 79.500(Ft.)
Difference in elevation = 4.600(Ft.)
Slope = 0.00898 s(percent)= 0.90
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 16.492 min.

Rainfall intensity = 1.025(In/Hr) for a 2.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.463
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 57.96
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.462(CFS)
Total initial stream area = 9.400(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________ Top of natural channel elevation = 79.500(Ft.)
End of natural channel elevation = 73.500(Ft.)
Length of natural channel = 739.000(Ft.)
Estimated mean flow rate at midpoint of channel = 8.041(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 = 2.13(Ft/s)
Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0081
Corrected/adjusted channel slope = 0.0081
Travel time = 5.78 min. TC = 22.27 min.

Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.429
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 57.96
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.882(In/Hr) for a 2.0 year storm
Subarea runoff = 5.711(CFS) for 15.080(Ac.)
Total runoff = 10.173(CFS) Total area = 24.480(Ac.)
End of computations, total study area = 24.48 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 75.8
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 12/28/23 File:sjex10.out ------------------------------------------------------------------------ TTM 38872 - Esplanade Collection
City of San Jacinto
Existing Condtion
10 year storm
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ 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 Standard intensity-duration curves data (Plate D-4.1)
For the [ San Jacinto ] area used.
10 year storm 10 minute intensity = 1.980(In/Hr)
10 year storm 60 minute intensity = 0.810(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.810(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 512.000(Ft.)
Top (of initial area) elevation = 84.100(Ft.)
Bottom (of initial area) elevation = 79.500(Ft.)
Difference in elevation = 4.600(Ft.)
Slope = 0.00898 s(percent)= 0.90
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 16.492 min.

Rainfall intensity = 1.545(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.706
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 75.80
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 10.247(CFS)
Total initial stream area = 9.400(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________ Top of natural channel elevation = 79.500(Ft.)
End of natural channel elevation = 73.500(Ft.)
Length of natural channel = 739.000(Ft.)
Estimated mean flow rate at midpoint of channel = 18.466(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 = 2.64(Ft/s)
Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0081
Corrected/adjusted channel slope = 0.0081
Travel time = 4.66 min. TC = 21.15 min.

Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.686
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 75.80
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.364(In/Hr) for a 10.0 year storm Subarea runoff = 14.111(CFS) for 15.080(Ac.)
Total runoff = 24.358(CFS) Total area = 24.480(Ac.)
End of computations, total study area = 24.48 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 75.8
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 12/28/23 File:sjex100.out ------------------------------------------------------------------------ TTM 38872 - Esplanade Collection
City of San Jacinto
Existing Condtion
100 year storm
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ 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 Standard intensity-duration curves data (Plate D-4.1)
For the [ San Jacinto ] area used.
10 year storm 10 minute intensity = 1.980(In/Hr)
10 year storm 60 minute intensity = 0.810(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 512.000(Ft.)
Top (of initial area) elevation = 84.100(Ft.)
Bottom (of initial area) elevation = 79.500(Ft.)
Difference in elevation = 4.600(Ft.)
Slope = 0.00898 s(percent)= 0.90
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 16.492 min.

Rainfall intensity = 2.289(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.784
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.350
Decimal fraction soil group C = 0.350
Decimal fraction soil group D = 0.100
RI index for soil(AMC 2) = 79.70
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 16.862(CFS)
Total initial stream area = 9.400(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________ Top of natural channel elevation = 79.500(Ft.)
End of natural channel elevation = 73.500(Ft.)
Length of natural channel = 739.000(Ft.)
Estimated mean flow rate at midpoint of channel = 30.387(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 = 3.03(Ft/s)
Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0081
Corrected/adjusted channel slope = 0.0081
Travel time = 4.07 min. TC = 20.56 min.

Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.745
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 75.80
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.050(In/Hr) for a 100.0 year storm Subarea runoff = 23.038(CFS) for 15.080(Ac.)
Total runoff = 39.900(CFS) Total area = 24.480(Ac.)
End of computations, total study area = 24.48 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 77.3
Appendix B
Proposed Condition Rational Method Calculations
2-year
10-year
100-year
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 12/28/23 File:sjdev2.out ------------------------------------------------------------------------ Esplandae Collection
TTM 38872
Developed Condition
2 year storm flows
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 Standard intensity-duration curves data (Plate D-4.1)
For the [ San Jacinto ] area used.
10 year storm 10 minute intensity = 1.980(In/Hr)
10 year storm 60 minute intensity = 0.810(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.537(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 702.000(Ft.)
Top (of initial area) elevation = 86.500(Ft.)
Bottom (of initial area) elevation = 80.200(Ft.)
Difference in elevation = 6.300(Ft.)
Slope = 0.00897 s(percent)= 0.90
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.066 min.

Rainfall intensity = 1.152(In/Hr) for a 2.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.676
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 31.96
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.876(CFS)
Total initial stream area = 4.980(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 80.200(Ft.)
End of street segment elevation = 78.200(Ft.)
Length of street segment = 387.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 17.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.200
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 = 4.754(CFS) Depth of flow = 0.350(Ft.), Average velocity = 1.726(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 11.182(Ft.)
Flow velocity = 1.73(Ft/s)
Travel time = 3.74 min. TC = 16.80 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.673
Decimal fraction soil group A = 0.300
Decimal fraction soil group B = 0.350
Decimal fraction soil group C = 0.350
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 33.68
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1.016(In/Hr) for a 2.0 year storm
Subarea runoff = 1.640(CFS) for 2.400(Ac.)
Total runoff = 5.516(CFS) Total area = 7.380(Ac.)
Street flow at end of street = 5.516(CFS)
Half street flow at end of street = 2.758(CFS)
Depth of flow = 0.365(Ft.), Average velocity = 1.787(Ft/s) Flow width (from curb towards crown)= 11.902(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 78.200(Ft.)
End of street segment elevation = 76.800(Ft.)
Length of street segment = 252.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 9.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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 = 0.000(Ft.)
Slope from curb to property line (v/hz) = 0.200
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.000(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 = 6.047(CFS) Depth of flow = 0.298(Ft.), Average velocity = 2.073(Ft/s) Note: depth of flow exceeds top of street crown.

Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 9.500(Ft.)
Flow velocity = 2.07(Ft/s)
Travel time = 2.03 min. TC = 18.83 min.

Flow width (from curb towards crown)= 9.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 76.800(Ft.)
End of street segment elevation = 75.700(Ft.)
Length of street segment = 195.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 9.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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 = 0.000(Ft.)
Slope from curb to property line (v/hz) = 0.200
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.000(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 = 7.093(CFS) Depth of flow = 0.312(Ft.), Average velocity = 2.219(Ft/s) Note: depth of flow exceeds top of street crown.

Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 9.500(Ft.)
Flow velocity = 2.22(Ft/s)
Travel time = 1.46 min. TC = 20.29 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.662
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 31.96
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 0.924(In/Hr) for a 2.0 year storm
Subarea runoff = 1.224(CFS) for 2.000(Ac.)
Total runoff = 7.646(CFS) Total area = 10.800(Ac.)
Street flow at end of street = 7.646(CFS)
Half street flow at end of street = 3.823(CFS)
Depth of flow = 0.320(Ft.), Average velocity = 2.286(Ft/s) Note: depth of flow exceeds top of street crown.

Flow width (from curb towards crown)= 9.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ CONDOMINIUM subarea type
Runoff Coefficient = 0.662
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 31.96
Pervious area fraction = 0.350; Impervious fraction = 0.650 Time of concentration = 20.29 min.

Rainfall intensity = 0.924(In/Hr) for a 2.0 year storm
Subarea runoff = 2.693(CFS) for 4.400(Ac.)
Total runoff = 10.339(CFS) Total area = 15.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 75.700(Ft.)
End of street segment elevation = 74.400(Ft.)
Length of street segment = 256.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 9.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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 = 0.000(Ft.)
Slope from curb to property line (v/hz) = 0.200
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.000(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 = 10.720(CFS) Depth of flow = 0.367(Ft.), Average velocity = 2.530(Ft/s) Note: depth of flow exceeds top of street crown.

Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 9.500(Ft.)
Flow velocity = 2.53(Ft/s)
Travel time = 1.69 min. TC = 21.98 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.660
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 31.96
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 0.888(In/Hr) for a 2.0 year storm
Subarea runoff = 0.656(CFS) for 1.120(Ac.)
Total runoff = 10.995(CFS) Total area = 16.320(Ac.)
Street flow at end of street = 10.995(CFS)
Half street flow at end of street = 5.498(CFS)
Depth of flow = 0.371(Ft.), Average velocity = 2.556(Ft/s) Note: depth of flow exceeds top of street crown.

Flow width (from curb towards crown)= 9.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.100 to Point/Station 106.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 70.700(Ft.)
Downstream point/station elevation = 69.200(Ft.)
Pipe length = 47.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.995(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 10.995(CFS)
Normal flow depth in pipe = 11.70(In.)
Flow top width inside pipe = 12.43(In.)
Critical depth could not be calculated.

Pipe flow velocity = 10.70(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 22.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.100 to Point/Station 106.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 16.320(Ac.)
Runoff from this stream = 10.995(CFS)
Time of concentration = 22.05 min.

Rainfall intensity = 0.886(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 108.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 965.000(Ft.)
Top (of initial area) elevation = 86.500(Ft.)
Bottom (of initial area) elevation = 77.100(Ft.)
Difference in elevation = 9.400(Ft.)
Slope = 0.00974 s(percent)= 0.97
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 14.598 min.

Rainfall intensity = 1.090(In/Hr) for a 2.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.672
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 31.96
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.348(CFS)
Total initial stream area = 4.570(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 77.100(Ft.)
End of street segment elevation = 75.000(Ft.)
Length of street segment = 393.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 15.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.200
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 = 4.014(CFS) Depth of flow = 0.333(Ft.), Average velocity = 1.681(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 10.331(Ft.)
Flow velocity = 1.68(Ft/s)
Travel time = 3.90 min. TC = 18.49 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.665
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 31.96
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 0.968(In/Hr) for a 2.0 year storm
Subarea runoff = 1.172(CFS) for 1.820(Ac.)
Total runoff = 4.519(CFS) Total area = 6.390(Ac.)
Street flow at end of street = 4.519(CFS)
Half street flow at end of street = 2.260(CFS)
Depth of flow = 0.344(Ft.), Average velocity = 1.728(Ft/s) Flow width (from curb towards crown)= 10.868(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 106.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 72.100(Ft.)
Downstream point/station elevation = 69.200(Ft.)
Pipe length = 39.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.519(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.519(CFS)
Normal flow depth in pipe = 5.75(In.)
Flow top width inside pipe = 11.99(In.)
Critical Depth = 10.66(In.)
Pipe flow velocity = 12.15(Ft/s)
Travel time through pipe = 0.05 min.

Time of concentration (TC) = 18.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 106.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 6.390(Ac.)
Runoff from this stream = 4.519(CFS)
Time of concentration = 18.55 min.

Rainfall intensity = 0.967(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 10.995 22.05 0.886
2 4.519 18.55 0.967
Largest stream flow has longer time of concentration
Qp = 10.995 + sum of
Qb Ia/Ib

4.519 * 0.917 = 4.145
Qp = 15.140
Total of 2 main streams to confluence:

Flow rates before confluence point:

10.995 4.519
Area of streams before confluence:

16.320 6.390
Results of confluence:

Total flow rate = 15.140(CFS)
Time of concentration = 22.053 min.

Effective stream area after confluence = 22.710(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.100 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 69.200(Ft.)
Downstream point/station elevation = 69.000(Ft.)
Pipe length = 49.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.140(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 15.140(CFS)
Normal flow depth in pipe = 20.91(In.)
Flow top width inside pipe = 16.08(In.)
Critical Depth = 16.82(In.)
Pipe flow velocity = 5.21(Ft/s)
Travel time through pipe = 0.16 min.

Time of concentration (TC) = 22.21 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.100 to Point/Station 110.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.351
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 31.96
Pervious area fraction = 0.800; Impervious fraction = 0.200 Time of concentration = 22.21 min.

Rainfall intensity = 0.883(In/Hr) for a 2.0 year storm
Subarea runoff = 0.152(CFS) for 0.490(Ac.)
Total runoff = 15.292(CFS) Total area = 23.200(Ac.)
End of computations, total study area = 23.20 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.360
Area averaged RI index number = 51.4
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 12/28/23 File:sjdev10.out ------------------------------------------------------------------------ Esplandae Collection
TTM 38872
Developed Condition
10 year storm flows
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ 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 Standard intensity-duration curves data (Plate D-4.1)
For the [ San Jacinto ] area used.
10 year storm 10 minute intensity = 1.980(In/Hr)
10 year storm 60 minute intensity = 0.810(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.810(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 702.000(Ft.)
Top (of initial area) elevation = 86.500(Ft.)
Bottom (of initial area) elevation = 80.200(Ft.)
Difference in elevation = 6.300(Ft.)
Slope = 0.00897 s(percent)= 0.90
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.066 min.

Rainfall intensity = 1.736(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.767
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 6.629(CFS)
Total initial stream area = 4.980(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 80.200(Ft.)
End of street segment elevation = 78.200(Ft.)
Length of street segment = 387.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 17.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.200
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 = 8.140(CFS) Depth of flow = 0.406(Ft.), Average velocity = 1.960(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 13.963(Ft.)
Flow velocity = 1.96(Ft/s)
Travel time = 3.29 min. TC = 16.36 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.765
Decimal fraction soil group A = 0.300
Decimal fraction soil group B = 0.350
Decimal fraction soil group C = 0.350
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 53.35
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1.551(In/Hr) for a 10.0 year storm Subarea runoff = 2.848(CFS) for 2.400(Ac.)
Total runoff = 9.477(CFS) Total area = 7.380(Ac.)
Street flow at end of street = 9.477(CFS)
Half street flow at end of street = 4.738(CFS)
Depth of flow = 0.424(Ft.), Average velocity = 2.033(Ft/s) Flow width (from curb towards crown)= 14.845(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 78.200(Ft.)
End of street segment elevation = 76.800(Ft.)
Length of street segment = 252.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 9.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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 = 0.000(Ft.)
Slope from curb to property line (v/hz) = 0.200
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.000(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 = 10.329(CFS) Depth of flow = 0.356(Ft.), Average velocity = 2.562(Ft/s) Note: depth of flow exceeds top of street crown.

Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 9.500(Ft.)
Flow velocity = 2.56(Ft/s)
Travel time = 1.64 min. TC = 18.00 min.

Flow width (from curb towards crown)= 9.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 76.800(Ft.)
End of street segment elevation = 75.700(Ft.)
Length of street segment = 195.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 9.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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 = 0.000(Ft.)
Slope from curb to property line (v/hz) = 0.200
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.000(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 = 12.228(CFS) Depth of flow = 0.378(Ft.), Average velocity = 2.751(Ft/s) Note: depth of flow exceeds top of street crown.

Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 9.500(Ft.)
Flow velocity = 2.75(Ft/s)
Travel time = 1.18 min. TC = 19.18 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.752
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1.433(In/Hr) for a 10.0 year storm Subarea runoff = 2.155(CFS) for 2.000(Ac.)
Total runoff = 13.216(CFS) Total area = 10.800(Ac.)
Street flow at end of street = 13.216(CFS)
Half street flow at end of street = 6.608(CFS)
Depth of flow = 0.389(Ft.), Average velocity = 2.837(Ft/s) Note: depth of flow exceeds top of street crown.

Flow width (from curb towards crown)= 9.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ CONDOMINIUM subarea type
Runoff Coefficient = 0.752
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Time of concentration = 19.18 min.

Rainfall intensity = 1.433(In/Hr) for a 10.0 year storm Subarea runoff = 4.740(CFS) for 4.400(Ac.)
Total runoff = 17.956(CFS) Total area = 15.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 75.700(Ft.)
End of street segment elevation = 74.400(Ft.)
Length of street segment = 256.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 9.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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 = 0.000(Ft.)
Slope from curb to property line (v/hz) = 0.200
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.000(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 = 18.618(CFS) Depth of flow = 0.456(Ft.), Average velocity = 3.144(Ft/s) Note: depth of flow exceeds top of street crown.

Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 9.500(Ft.)
Flow velocity = 3.14(Ft/s)
Travel time = 1.36 min. TC = 20.53 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.749
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1.385(In/Hr) for a 10.0 year storm Subarea runoff = 1.162(CFS) for 1.120(Ac.)
Total runoff = 19.118(CFS) Total area = 16.320(Ac.)
Street flow at end of street = 19.118(CFS)
Half street flow at end of street = 9.559(CFS)
Depth of flow = 0.461(Ft.), Average velocity = 3.177(Ft/s) Note: depth of flow exceeds top of street crown.

Flow width (from curb towards crown)= 9.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.100 to Point/Station 106.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 70.700(Ft.)
Downstream point/station elevation = 69.200(Ft.)
Pipe length = 47.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.118(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 19.118(CFS)
Normal flow depth in pipe = 12.64(In.)
Flow top width inside pipe = 20.56(In.)
Critical Depth = 18.92(In.)
Pipe flow velocity = 12.64(Ft/s)
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 20.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.100 to Point/Station 106.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 16.320(Ac.)
Runoff from this stream = 19.118(CFS)
Time of concentration = 20.60 min.

Rainfall intensity = 1.383(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 108.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 965.000(Ft.)
Top (of initial area) elevation = 86.500(Ft.)
Bottom (of initial area) elevation = 77.100(Ft.)
Difference in elevation = 9.400(Ft.)
Slope = 0.00974 s(percent)= 0.97
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 14.598 min.

Rainfall intensity = 1.642(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.763
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.723(CFS)
Total initial stream area = 4.570(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 77.100(Ft.)
End of street segment elevation = 75.000(Ft.)
Length of street segment = 393.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 15.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.200
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 = 6.800(CFS) Depth of flow = 0.384(Ft.), Average velocity = 1.902(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 12.888(Ft.)
Flow velocity = 1.90(Ft/s)
Travel time = 3.44 min. TC = 18.04 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.754
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1.477(In/Hr) for a 10.0 year storm Subarea runoff = 2.028(CFS) for 1.820(Ac.)
Total runoff = 7.751(CFS) Total area = 6.390(Ac.)
Street flow at end of street = 7.751(CFS)
Half street flow at end of street = 3.875(CFS)
Depth of flow = 0.399(Ft.), Average velocity = 1.962(Ft/s) Flow width (from curb towards crown)= 13.596(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 106.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 72.100(Ft.)
Downstream point/station elevation = 69.200(Ft.)
Pipe length = 39.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.751(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 7.751(CFS)
Normal flow depth in pipe = 8.10(In.)
Flow top width inside pipe = 11.24(In.)
Critical depth could not be calculated.

Pipe flow velocity = 13.73(Ft/s)
Travel time through pipe = 0.05 min.

Time of concentration (TC) = 18.09 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 106.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 6.390(Ac.)
Runoff from this stream = 7.751(CFS)
Time of concentration = 18.09 min.

Rainfall intensity = 1.475(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 19.118 20.60 1.383
2 7.751 18.09 1.475
Largest stream flow has longer time of concentration
Qp = 19.118 + sum of
Qb Ia/Ib

7.751 * 0.937 = 7.264
Qp = 26.382
Total of 2 main streams to confluence:

Flow rates before confluence point:

19.118 7.751
Area of streams before confluence:

16.320 6.390
Results of confluence:

Total flow rate = 26.382(CFS)
Time of concentration = 20.596 min.

Effective stream area after confluence = 22.710(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.100 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 69.200(Ft.)
Downstream point/station elevation = 69.000(Ft.)
Pipe length = 49.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 26.382(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 26.382(CFS)
Normal flow depth in pipe = 24.75(In.)
Flow top width inside pipe = 22.80(In.)
Critical Depth = 21.02(In.)
Pipe flow velocity = 6.08(Ft/s)
Travel time through pipe = 0.13 min.

Time of concentration (TC) = 20.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.100 to Point/Station 110.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.555
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.800; Impervious fraction = 0.200 Time of concentration = 20.73 min.

Rainfall intensity = 1.378(In/Hr) for a 10.0 year storm Subarea runoff = 0.374(CFS) for 0.490(Ac.)
Total runoff = 26.756(CFS) Total area = 23.200(Ac.)
End of computations, total study area = 23.20 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.360
Area averaged RI index number = 51.4
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 12/28/23 File:sjdev100.out ------------------------------------------------------------------------ Esplandae Collection
TTM 38872
Developed Condition
100 year storm flows
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ 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 Standard intensity-duration curves data (Plate D-4.1)
For the [ San Jacinto ] area used.
10 year storm 10 minute intensity = 1.980(In/Hr)
10 year storm 60 minute intensity = 0.810(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 702.000(Ft.)
Top (of initial area) elevation = 86.500(Ft.)
Bottom (of initial area) elevation = 80.200(Ft.)
Difference in elevation = 6.300(Ft.)
Slope = 0.00897 s(percent)= 0.90
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.066 min.

Rainfall intensity = 2.572(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.796
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 10.191(CFS)
Total initial stream area = 4.980(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 80.200(Ft.)
End of street segment elevation = 78.200(Ft.)
Length of street segment = 387.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 17.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.200
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 = 12.466(CFS) Depth of flow = 0.458(Ft.), Average velocity = 2.173(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 16.560(Ft.)
Flow velocity = 2.17(Ft/s)
Travel time = 2.97 min. TC = 16.03 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.795
Decimal fraction soil group A = 0.300
Decimal fraction soil group B = 0.350
Decimal fraction soil group C = 0.350
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 53.35
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.321(In/Hr) for a 100.0 year storm Subarea runoff = 4.427(CFS) for 2.400(Ac.)
Total runoff = 14.619(CFS) Total area = 7.380(Ac.)
Street flow at end of street = 14.619(CFS)
Half street flow at end of street = 7.309(CFS)
Depth of flow = 0.479(Ft.), Average velocity = 2.265(Ft/s) Note: depth of flow exceeds top of street crown.

Flow width (from curb towards crown)= 17.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 78.200(Ft.)
End of street segment elevation = 76.800(Ft.)
Length of street segment = 252.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 9.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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 = 0.000(Ft.)
Slope from curb to property line (v/hz) = 0.200
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.000(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 = 15.943(CFS) Depth of flow = 0.420(Ft.), Average velocity = 3.040(Ft/s) Note: depth of flow exceeds top of street crown.

Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 9.500(Ft.)
Flow velocity = 3.04(Ft/s)
Travel time = 1.38 min. TC = 17.42 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.786
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.227(In/Hr) for a 100.0 year storm Subarea runoff = 2.485(CFS) for 1.420(Ac.)
Total runoff = 17.103(CFS) Total area = 8.800(Ac.)
Street flow at end of street = 17.103(CFS)
Half street flow at end of street = 8.552(CFS)
Depth of flow = 0.432(Ft.), Average velocity = 3.125(Ft/s) Note: depth of flow exceeds top of street crown.

Flow width (from curb towards crown)= 9.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 76.800(Ft.)
End of street segment elevation = 75.700(Ft.)
Length of street segment = 195.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 9.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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 = 0.000(Ft.)
Slope from curb to property line (v/hz) = 0.200
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.000(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 = 18.862(CFS) Depth of flow = 0.448(Ft.), Average velocity = 3.263(Ft/s) Note: depth of flow exceeds top of street crown.

Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 9.500(Ft.)
Flow velocity = 3.26(Ft/s)
Travel time = 1.00 min. TC = 18.41 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.784
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.166(In/Hr) for a 100.0 year storm Subarea runoff = 3.395(CFS) for 2.000(Ac.)
Total runoff = 20.498(CFS) Total area = 10.800(Ac.)
Street flow at end of street = 20.498(CFS)
Half street flow at end of street = 10.249(CFS)
Depth of flow = 0.464(Ft.), Average velocity = 3.371(Ft/s) Note: depth of flow exceeds top of street crown.

Flow width (from curb towards crown)= 9.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ CONDOMINIUM subarea type
Runoff Coefficient = 0.784
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Time of concentration = 18.41 min.

Rainfall intensity = 2.166(In/Hr) for a 100.0 year storm Subarea runoff = 7.468(CFS) for 4.400(Ac.)
Total runoff = 27.966(CFS) Total area = 15.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 75.700(Ft.)
End of street segment elevation = 74.400(Ft.)
Length of street segment = 256.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 9.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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 = 0.000(Ft.)
Slope from curb to property line (v/hz) = 0.200
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.000(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 = 28.941(CFS) Depth of flow = 0.551(Ft.), Average velocity = 3.744(Ft/s) Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.

Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 9.500(Ft.)
Flow velocity = 3.74(Ft/s)
Travel time = 1.14 min. TC = 19.55 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.781
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.102(In/Hr) for a 100.0 year storm Subarea runoff = 1.840(CFS) for 1.120(Ac.)
Total runoff = 29.805(CFS) Total area = 16.320(Ac.)
Street flow at end of street = 29.805(CFS)
Half street flow at end of street = 14.903(CFS)
Depth of flow = 0.558(Ft.), Average velocity = 3.789(Ft/s) Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.

Flow width (from curb towards crown)= 9.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.100 to Point/Station 106.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 70.700(Ft.)
Downstream point/station elevation = 69.200(Ft.)
Pipe length = 47.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 29.805(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 29.805(CFS)
Normal flow depth in pipe = 15.33(In.)
Flow top width inside pipe = 23.06(In.)
Critical Depth = 22.31(In.)
Pipe flow velocity = 14.07(Ft/s)
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 19.61 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.100 to Point/Station 106.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 16.320(Ac.)
Runoff from this stream = 29.805(CFS)
Time of concentration = 19.61 min.

Rainfall intensity = 2.099(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 108.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 965.000(Ft.)
Top (of initial area) elevation = 86.500(Ft.)
Bottom (of initial area) elevation = 77.100(Ft.)
Difference in elevation = 9.400(Ft.)
Slope = 0.00974 s(percent)= 0.97
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 14.598 min.

Rainfall intensity = 2.433(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.792
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 8.805(CFS)
Total initial stream area = 4.570(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 77.100(Ft.)
End of street segment elevation = 75.000(Ft.)
Length of street segment = 393.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 15.500(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.200
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 = 10.470(CFS) Depth of flow = 0.434(Ft.), Average velocity = 2.109(Ft/s) Streetflow hydraulics at midpoint of street travel:

Halfstreet flow width = 15.347(Ft.)
Flow velocity = 2.11(Ft/s)
Travel time = 3.11 min. TC = 17.70 min.

Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.785
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.209(In/Hr) for a 100.0 year storm Subarea runoff = 3.156(CFS) for 1.820(Ac.)
Total runoff = 11.961(CFS) Total area = 6.390(Ac.)
Street flow at end of street = 11.961(CFS)
Half street flow at end of street = 5.980(CFS)
Depth of flow = 0.448(Ft.), Average velocity = 2.215(Ft/s) Note: depth of flow exceeds top of street crown.

Flow width (from curb towards crown)= 15.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 106.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 72.100(Ft.)
Downstream point/station elevation = 69.200(Ft.)
Pipe length = 39.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.961(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 11.961(CFS)
Normal flow depth in pipe = 9.06(In.)
Flow top width inside pipe = 14.67(In.)
Critical depth could not be calculated.

Pipe flow velocity = 15.43(Ft/s)
Travel time through pipe = 0.04 min.

Time of concentration (TC) = 17.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 106.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 6.390(Ac.)
Runoff from this stream = 11.961(CFS)
Time of concentration = 17.75 min.

Rainfall intensity = 2.207(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 29.805 19.61 2.099
2 11.961 17.75 2.207
Largest stream flow has longer time of concentration
Qp = 29.805 + sum of
Qb Ia/Ib

11.961 * 0.951 = 11.379
Qp = 41.184
Total of 2 main streams to confluence:

Flow rates before confluence point:

29.805 11.961
Area of streams before confluence:

16.320 6.390
Results of confluence:

Total flow rate = 41.184(CFS)
Time of concentration = 19.607 min.

Effective stream area after confluence = 22.710(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.100 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 69.200(Ft.)
Downstream point/station elevation = 69.000(Ft.)
Pipe length = 49.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 41.184(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 41.184(CFS)
Normal flow depth in pipe = 28.50(In.)
Flow top width inside pipe = 29.24(In.)
Critical Depth = 25.06(In.)
Pipe flow velocity = 6.87(Ft/s)
Travel time through pipe = 0.12 min.

Time of concentration (TC) = 19.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.100 to Point/Station 110.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.628
Decimal fraction soil group A = 0.200
Decimal fraction soil group B = 0.800
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 51.20
Pervious area fraction = 0.800; Impervious fraction = 0.200 Time of concentration = 19.73 min.

Rainfall intensity = 2.093(In/Hr) for a 100.0 year storm Subarea runoff = 0.644(CFS) for 0.490(Ac.)
Total runoff = 41.828(CFS) Total area = 23.200(Ac.)
End of computations, total study area = 23.20 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.360
Area averaged RI index number = 51.4
Appendix C
Unit Hydrograph
Basin Routing for 100-year – 1 hour storm
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/09/24 File: exist1001100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6288
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Existing Condition
TTM 38872
100 year - 1 hour storm
RMB
-------------------------------------------------------------------- Drainage Area = 24.48(Ac.) = 0.038 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 24.48(Ac.) =

0.038 Sq. Mi.

USER Entry of lag time in hours
Lag time = 0.274 Hr.

Lag time = 16.45 Min.
25% of lag time = 4.11 Min.
40% of lag time = 6.58 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]

24.48 0.54 13.15
100 YEAR Area rainfall data:

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

24.48 1.20 29.38
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.537(In)
Area Averaged 100-Year Rainfall = 1.200(In)
Point rain (area averaged) = 1.200(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 1.200(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

24.480 77.30 0.000
Total Area Entered = 24.48(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

77.3 77.3 0.276 0.000 0.276 1.000 0.276
Sum (F) = 0.276
Area averaged mean soil loss (F) (In/Hr) = 0.276
Minimum soil loss rate ((In/Hr)) = 0.138
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5000 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 30.403 2.953 0.728
2 0.167 60.805 10.893 2.687
3 0.250 91.208 18.965 4.679
4 0.333 121.610 20.236 4.992
5 0.417 152.013 12.594 3.107
6 0.500 182.415 7.215 1.780
7 0.583 212.818 4.717 1.164
8 0.667 243.220 3.682 0.908
9 0.750 273.623 2.979 0.735
10 0.833 304.025 2.460 0.607
11 0.917 334.428 1.962 0.484
12 1.000 364.830 1.766 0.436
13 1.083 395.233 1.402 0.346
14 1.167 425.635 1.208 0.298
15 1.250 456.038 0.976 0.241
16 1.333 486.440 0.932 0.230
17 1.417 516.843 0.875 0.216
18 1.500 547.246 0.693 0.171
19 1.583 577.648 0.619 0.153
20 1.667 608.051 0.543 0.134
21 1.750 638.453 0.459 0.113
22 1.833 668.856 0.402 0.099
23 1.917 699.258 0.313 0.077
24 2.000 729.661 0.304 0.075
25 2.083 760.063 0.304 0.075
26 2.167 790.466 0.304 0.075
27 2.250 820.868 0.247 0.061
Sum = 100.000 Sum= 24.671
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 4.20 0.605 0.276 ( 0.544) 0.329
2 0.17 4.30 0.619 0.276 ( 0.557) 0.343
3 0.25 5.00 0.720 0.276 ( 0.648) 0.444
4 0.33 5.00 0.720 0.276 ( 0.648) 0.444
5 0.42 5.80 0.835 0.276 ( 0.752) 0.559
6 0.50 6.50 0.936 0.276 ( 0.842) 0.660
7 0.58 7.40 1.065 0.276 ( 0.959) 0.790
8 0.67 8.60 1.238 0.276 ( 1.114) 0.962
9 0.75 12.30 1.771 0.276 ( 1.594) 1.495
10 0.83 29.10 4.189 0.276 ( 3.771) 3.914
11 0.92 6.80 0.979 0.276 ( 0.881) 0.703
12 1.00 5.00 0.720 0.276 ( 0.648) 0.444
(Loss Rate Not Used)
Sum = 100.0 Sum = 11.1
Flood volume = Effective rainfall 0.92(In)
times area 24.5(Ac.)/[(In)/(Ft.)] = 1.9(Ac.Ft)
Total soil loss = 0.28(In)
Total soil loss = 0.563(Ac.Ft)
Total rainfall = 1.20(In)
Flood volume = 82097.6 Cubic Feet
Total soil loss = 24513.6 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 34.582(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0
----------------------------------------------------------------------- 0+ 5 0.0017 0.24 Q | | | |
0+10 0.0095 1.13 VQ | | | |
0+15 0.0286 2.79 V Q | | | |
0+20 0.0615 4.77 |V Q | | | |
0+25 0.1057 6.42 | V Q | | | |
0+30 0.1603 7.93 | V Q | | | |
0+35 0.2261 9.56 | V Q| | | |
0+40 0.3059 11.58 | V |Q | | |
0+45 0.4041 14.27 | V | Q | | |
0+50 0.5401 19.74 | |V Q| | |
0+55 0.7344 28.22 | | V | Q | |
1+ 0 0.9726 34.58 | | V | Q |
1+ 5 1.2003 33.07 | | | V | Q |
1+10 1.3636 23.71 | | | Q V | |
1+15 1.4722 15.77 | | Q | |V |
1+20 1.5462 10.74 | Q | | V |
1+25 1.6020 8.10 | Q | | | V |
1+30 1.6467 6.49 | Q | | | V |
1+35 1.6835 5.35 | Q | | | V |
1+40 1.7140 4.42 | Q | | | V |
1+45 1.7402 3.81 | Q | | | V |
1+50 1.7621 3.17 | Q | | | V |
1+55 1.7808 2.72 | Q | | | V |
2+ 0 1.7968 2.31 | Q | | | V |
2+ 5 1.8112 2.09 | Q | | | V |
2+10 1.8241 1.87 |Q | | | V |
2+15 1.8350 1.59 |Q | | | V |
2+20 1.8445 1.38 |Q | | | V|
2+25 1.8527 1.19 |Q | | | V|
2+30 1.8596 1.01 |Q | | | V|
2+35 1.8655 0.86 Q | | | V|
2+40 1.8704 0.71 Q | | | V|
2+45 1.8747 0.62 Q | | | V|
2+50 1.8785 0.55 Q | | | V|
2+55 1.8818 0.47 Q | | | V|
3+ 0 1.8840 0.33 Q | | | V|
3+ 5 1.8845 0.08 Q | | | V|
3+10 1.8847 0.03 Q | | | V
----------------------------------------------------------------------- 7/8/2024 TTM 38872 San Jacinto, CA
43560
Basin Information
flow through culvert = Q=Ca(2gh)^0.5 width (ft) 3
Parkway culvert invert elevation at 73.00
C 0.6
Invert H (ft) Area (sf) 73
#
Elevation
ft
Depth
ft
Delta h
ft
Area
sf
Delta V
cf
Storage
Volume (cf)
Storage
Ac-ft
Q
(cfs)
1 71.00 0.00 0.00 9,105 0 0 0.0000 0.00 0.00 0.00
2 72.00 1.00 1.00 11,028 10,067 10,067 0.2311 0.00 0.00 0.00 3 73.00 2.00 1.00 13,110 12,069 22,136 0.5082 0.00 0.00 0.00 4 73.50 2.50 0.50 14,235 6,836 28,972 0.6651 0.50 1.50 5.11 5 73.75 2.75 0.25 14,910 3,643 32,615 0.7487 0.75 2.25 9.38 6 74.00 3.00 0.25 15,360 3,784 36,399 0.8356 1.00 3.00 14.44 7 74.25 3.25 0.25 15,814 3,897 40,295 0.9251 1.25 3.00 16.15 8 74.50 3.50 0.25 16,368 4,023 44,318 1.0174 1.50 3.00 17.69 9 74.75 3.75 0.25 17,049 4,177 48,495 1.1133 1.75 3.00 19.11 10 75.00 4.00 0.25 18,084 4,392 52,887 1.2141 2.00 3.00 20.43 Basin Storage - Outflow Table
TTM
Detention Basin - Composite
3' Parkway Culvert
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 07/08/24 File: basin1001100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6288
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- basin inflow hydrograph
100 year storm - 1 hour storm
-------------------------------------------------------------------- Drainage Area = 23.20(Ac.) = 0.036 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 23.20(Ac.) =

0.036 Sq. Mi.

USER Entry of lag time in hours
Lag time = 0.263 Hr.

Lag time = 15.79 Min.
25% of lag time = 3.95 Min.
40% of lag time = 6.31 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]

23.20 0.54 12.46
100 YEAR Area rainfall data:

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

23.20 1.20 27.84
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.537(In)
Area Averaged 100-Year Rainfall = 1.200(In)
Point rain (area averaged) = 1.200(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 1.200(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

23.200 51.40 0.640
Total Area Entered = 23.20(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

51.4 51.4 0.558 0.640 0.236 1.000 0.236
Sum (F) = 0.236
Area averaged mean soil loss (F) (In/Hr) = 0.236
Minimum soil loss rate ((In/Hr)) = 0.118
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.388
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5000 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 31.674 3.122 0.730
2 0.167 63.347 11.738 2.744
3 0.250 95.021 20.199 4.723
4 0.333 126.695 20.328 4.753
5 0.417 158.368 11.887 2.779
6 0.500 190.042 6.787 1.587
7 0.583 221.715 4.601 1.076
8 0.667 253.389 3.588 0.839
9 0.750 285.063 2.917 0.682
10 0.833 316.736 2.345 0.548
11 0.917 348.410 1.943 0.454
12 1.000 380.084 1.672 0.391
13 1.083 411.757 1.368 0.320
14 1.167 443.431 1.089 0.255
15 1.250 475.105 0.994 0.232
16 1.333 506.778 0.946 0.221
17 1.417 538.452 0.775 0.181
18 1.500 570.125 0.671 0.157
19 1.583 601.799 0.578 0.135
20 1.667 633.473 0.500 0.117
21 1.750 665.146 0.429 0.100
22 1.833 696.820 0.334 0.078
23 1.917 728.494 0.317 0.074
24 2.000 760.167 0.317 0.074
25 2.083 791.841 0.317 0.074
26 2.167 823.515 0.240 0.056
Sum = 100.000 Sum= 23.381
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 4.20 0.605 ( 0.236) 0.235 0.370
2 0.17 4.30 0.619 0.236 ( 0.240) 0.383
3 0.25 5.00 0.720 0.236 ( 0.279) 0.483
4 0.33 5.00 0.720 0.236 ( 0.279) 0.483
5 0.42 5.80 0.835 0.236 ( 0.324) 0.599
6 0.50 6.50 0.936 0.236 ( 0.363) 0.699
7 0.58 7.40 1.065 0.236 ( 0.413) 0.829
8 0.67 8.60 1.238 0.236 ( 0.480) 1.002
9 0.75 12.30 1.771 0.236 ( 0.687) 1.534
10 0.83 29.10 4.190 0.236 ( 1.626) 3.953
11 0.92 6.80 0.979 0.236 ( 0.380) 0.743
12 1.00 5.00 0.720 0.236 ( 0.279) 0.483
(Loss Rate Not Used)
Sum = 100.0 Sum = 11.6
Flood volume = Effective rainfall 0.96(In)
times area 23.2(Ac.)/[(In)/(Ft.)] = 1.9(Ac.Ft)
Total soil loss = 0.24(In)
Total soil loss = 0.457(Ac.Ft)
Total rainfall = 1.20(In)
Flood volume = 81136.2 Cubic Feet
Total soil loss = 19901.8 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 34.637(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0
----------------------------------------------------------------------- 0+ 5 0.0019 0.27 Q | | | |
0+10 0.0108 1.30 VQ | | | |
0+15 0.0325 3.15 V Q | | | |
0+20 0.0686 5.25 |V Q | | | |
0+25 0.1161 6.90 | V Q | | | |
0+30 0.1739 8.39 | V Q | | | |
0+35 0.2428 10.00 | V Q | | |
0+40 0.3254 11.99 | V |Q | | |
0+45 0.4262 14.64 | V| Q | | |
0+50 0.5644 20.06 | | V Q | |
0+55 0.7612 28.58 | | V | Q | |
1+ 0 0.9998 34.64 | | |V | Q |
1+ 5 1.2211 32.13 | | | V | Q |
1+10 1.3757 22.45 | | | Q V| |
1+15 1.4781 14.88 | | Q | |V |
1+20 1.5484 10.20 | Q | | V |
1+25 1.6015 7.71 | Q | | | V |
1+30 1.6441 6.18 | Q | | | V |
1+35 1.6790 5.06 | Q | | | V |
1+40 1.7080 4.22 | Q | | | V |
1+45 1.7326 3.57 | Q | | | V |
1+50 1.7532 2.99 | Q | | | V |
1+55 1.7706 2.52 | Q | | | V |
2+ 0 1.7858 2.22 | Q | | | V |
2+ 5 1.7995 1.99 |Q | | | V |
2+10 1.8113 1.70 |Q | | | V |
2+15 1.8214 1.46 |Q | | | V|
2+20 1.8299 1.24 |Q | | | V|
2+25 1.8372 1.06 |Q | | | V|
2+30 1.8433 0.89 Q | | | V|
2+35 1.8483 0.73 Q | | | V|
2+40 1.8527 0.63 Q | | | V|
2+45 1.8565 0.56 Q | | | V|
2+50 1.8598 0.47 Q | | | V|
2+55 1.8619 0.31 Q | | | V|
3+ 0 1.8624 0.08 Q | | | V|
3+ 5 1.8626 0.03 Q | | | V|
-----------------------------------------------------------------------

FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014
Study date: 07/08/24
--------------------------------------------------------------------- Basin Routing
100 year storm - 1 hr storm
3' parkway culvert outlet
RMB
-------------------------------------------------------------------- Program License Serial Number 6288
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: basin1001100.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 37
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 34.637 (CFS)
Total volume = 1.863 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** RETARDING BASIN ROUTING ****
______________________________________________________________________ User entry of depth-outflow-storage data
-------------------------------------------------------------------- Total number of inflow hydrograph intervals = 37
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
-------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
--------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data:

Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2)
(Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------------

0.000 0.000 0.000 0.000 0.000

1.000 0.231 0.001 0.231 0.231

2.000 0.508 0.001 0.508 0.508

2.500 0.665 5.110 0.647 0.683

2.750 0.749 9.380 0.717 0.781

3.000 0.836 14.440 0.786 0.886

3.250 0.925 16.150 0.869 0.981

3.500 1.017 17.690 0.956 1.078

3.750 1.113 19.110 1.047 1.179

4.000 1.214 20.430 1.144 1.284
-------------------------------------------------------------------- Hydrograph Detention Basin Routing
--------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth
(Hours) (CFS) (CFS) (Ac.Ft) .0 8.7 17.32 25.98 34.64 (Ft.)

0.083 0.27 0.00 0.001 O | | | | 0.00

0.167 1.30 0.00 0.006 OI | | | | 0.03

0.250 3.15 0.00 0.022 O I | | | | 0.09

0.333 5.25 0.00 0.051 O I | | | | 0.22

0.417 6.90 0.00 0.092 O I | | | | 0.40

0.500 8.39 0.00 0.145 O I| | | | 0.63

0.583 10.00 0.00 0.208 O |I | | | 0.90

0.667 11.99 0.00 0.284 O | I | | | 1.19

0.750 14.64 0.00 0.376 O | I | | | 1.52

0.833 20.06 0.00 0.495 O | | I | | 1.95

0.917 28.58 4.53 0.647 | O | | | I | 2.44

1.000 34.64 12.67 0.806 | | O | | I 2.91

1.083 32.13 16.33 0.936 | | O| | I | 3.28

1.167 22.45 17.52 1.007 | | O I | | 3.47

1.250 14.88 17.65 1.014 | | I O | | 3.49

1.333 10.20 17.09 0.981 | |I O| | | 3.40

1.417 7.71 16.20 0.928 | I| O | | | 3.26

1.500 6.18 15.06 0.868 | I | O | | | 3.09

1.583 5.06 12.97 0.811 | I | O | | | 2.93

1.667 4.22 10.19 0.763 | I |O | | | 2.79

1.750 3.57 8.23 0.726 | I O| | | | 2.68

1.833 2.99 6.75 0.697 | I O | | | | 2.60

1.917 2.52 5.56 0.674 | I O | | | | 2.53

2.000 2.22 4.77 0.655 | I O | | | | 2.47

2.083 1.99 4.23 0.638 |I O | | | | 2.41

2.167 1.70 3.75 0.623 |I O | | | | 2.37

2.250 1.46 3.32 0.610 |I O | | | | 2.32

2.333 1.24 2.92 0.598 |IO | | | | 2.29

2.417 1.06 2.56 0.587 I O | | | | 2.25

2.500 0.89 2.24 0.577 I O | | | | 2.22

2.583 0.73 1.95 0.568 IO | | | | 2.19

2.667 0.63 1.70 0.560 IO | | | | 2.17

2.750 0.56 1.48 0.553 IO | | | | 2.14

2.833 0.47 1.28 0.547 IO | | | | 2.13

2.917 0.31 1.10 0.542 IO | | | | 2.11

3.000 0.08 0.92 0.536 O | | | | 2.09

3.083 0.03 0.74 0.531 O | | | | 2.07

3.167 0.00 0.60 0.526 O | | | | 2.06

3.250 0.00 0.48 0.523 O | | | | 2.05

3.333 0.00 0.38 0.520 O | | | | 2.04

3.417 0.00 0.30 0.517 O | | | | 2.03

3.500 0.00 0.24 0.515 O | | | | 2.02

3.583 0.00 0.19 0.514 O | | | | 2.02

3.667 0.00 0.15 0.513 O | | | | 2.02

3.750 0.00 0.12 0.512 O | | | | 2.01

3.833 0.00 0.10 0.511 O | | | | 2.01

3.917 0.00 0.08 0.510 O | | | | 2.01

4.000 0.00 0.06 0.510 O | | | | 2.01

4.083 0.00 0.05 0.510 O | | | | 2.00

4.167 0.00 0.04 0.509 O | | | | 2.00

4.250 0.00 0.03 0.509 O | | | | 2.00

4.333 0.00 0.03 0.509 O | | | | 2.00

4.417 0.00 0.02 0.509 O | | | | 2.00

4.500 0.00 0.02 0.508 O | | | | 2.00

4.583 0.00 0.01 0.508 O | | | | 2.00

4.667 0.00 0.01 0.508 O | | | | 2.00

4.750 0.00 0.01 0.508 O | | | | 2.00

4.833 0.00 0.01 0.508 O | | | | 2.00

4.917 0.00 0.01 0.508 O | | | | 2.00

5.000 0.00 0.00 0.508 O | | | | 2.00

5.083 0.00 0.00 0.508 O | | | | 2.00

5.167 0.00 0.00 0.508 O | | | | 2.00

5.250 0.00 0.00 0.508 O | | | | 2.00

5.333 0.00 0.00 0.508 O | | | | 2.00

5.417 0.00 0.00 0.508 O | | | | 2.00

5.500 0.00 0.00 0.508 O | | | | 2.00

5.583 0.00 0.00 0.508 O | | | | 2.00
Remaining water in basin = 0.51 (Ac.Ft)
****************************HYDROGRAPH DATA**************************** Number of intervals = 67
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 17.648 (CFS)
Total volume = 1.355 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
*********************************************************************** -------------------------------------------------------------------- Appendix D
Reference Materials
Soils Map
Hydrology Maps

D
D
D
D

COMMONWEALTH AVENUE

LC HEWITT STREET
CL

ESPLANADE
LC
AVENUE
L=739'
L=512' ROBERT BEERS SITE HYDROLOGY LEGEND HYDROLOGY DATA

COMMONWEALTH AVENUE LC HEWITT STREET CL ESPLANADE LC AVENUE D D D D COMMONWEALTH AVENUE LC HEWITT STREET CL ESPLANADE LC AVENUE AREA A-1 217,093 sf 4.98 Ac. AREA A-2 104,405 sf 2.40 Ac. AREA A-4 87,042 sf 2.00 Ac. AREA A-5 191,665 sf 4.40 AREA A-7 199,253 sf 4.57 Ac. AREA A-6 48,935 sf 1.12 Ac. AREA A-8 79,467 sf 1.82 Ac. L=702' L=387' L=938' L=965' L=393' AREA A-3 61,702 sf 1.42 Ac. L=252' L=195' L=256' L=39' AREA A-9 21,495 sf 0.49 Ac. L=48' L=49' LEGEND: ROBERT BEERS SITE

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MDP PLAN BOUNDARY

PROPOSED STORM DRAIN

PROPOSED OPEN CHANNEL
(CONCRETE SIDESLOPE= 1.5:1)
(EARTHEN SIDESL0PE = 4:1)

EXISTING FACILITIES

PROPOSED BASIN
10-YEAR FLOWRATE (CFS)
100-YEAR FLOWRATE (CFS)
PIPE SIZES UNDER 36" TO BE BUILT BY OTHERS

RIVERSIDE COUNTY FLOOD CONTROL
AND

WATER CONSERVATION DISTRICT

SAN JACINTO VALLEY

MASTER DRAINAGE PLAN
TOTAL PLAN COST: ORIGINAL ADOPTION DATE
$ 247,323,000
SHEET 2 OF 2

San Jacinto City CouncilNovember 19, 2024

San Jacinto City Council
November 19, 2024