PRELIMINARY HYDROLOGY REPORT
FOR
TTM 37858
Moreno Valley, CA
Prepared for:
RC Hobbs Companies
1428 E. Chapman Avenue
Orange, CA 92866
Initial Report: April 15, 2020
Prepared by:
ers
75 Limonite Avenue
Suite E
Riverside, CA 92509
(951) 317-2041
Preliminary Drainage Report
Wednesday, April 15, 2020
INTRODUCTION
The following report and calculations were prepared to analyze the 2, 10 & 100-year storm runoff from the development of the TTM 37858 at the northeast corner of Bradshaw Circle and Cactus Avenue in the City of Moreno Valley, Ca. Two infiltration basins are proposed for both mitigation of increased runoff from the site and for onsite BMPs for treatment of site runoff.
SITE BACKGROUND
The proposed project is located on the north side of Cactus Avenue with Bradshaw Circle on the west side of the property. The property is vacant and undeveloped and slopes from east to west.
There is a large undeveloped parcel adjacent to the property on the east property line that drains to swale along the east property line and conveys that offsite drainage to Cactus Avenue at the southeast corner of the property. There are single family residential properties immediately adjacent to the site along the north property line.
The soil type for the area is Type B per Plate C-1.17 “Hydrologic Soils Group Map for Sunnymead” from the Riverside County Hydrology Manual.
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 site drainage sheet flows across the property to the west towards Bradshaw Circle. There is a high point at the knuckle of Bradshaw Circle with a portion of the site drainage (Area 1) flowing southerly to Cactus Avenue where it is collected by a series of catch basins along the Cactus Avenue and placed into an offsite storm drain in the existing condition. Area 2 flows go offsite along Bradshaw Circle to the west and thence out to Cactus Avenue where the flows are collected by a series of catch basins along Cactus Avenue.
In the developed condition, the site has been designed to maintain the drainage area flow split with flows being routed through two onsite water quality infiltration basins. The infiltration basins will be located in the proposed landscape area onsite adjacent to Bradshaw Circle street right-of-way and will discharge to Bradshaw Circle.
The drainage areas and peak 2, 10 & 100-year discharges are summarized below:
Rational Method Calculations
Existing Condition
Description Area (Ac.)
2-year discharge
(cfs)
10-year
discharge (cfs)
100-year
discharge (cfs) Tc mim.
Area 1 2.93 1.62 3.48 5.90 15.27
Area 2 2.01 1.18 2.51 4.24 14.00
Proposed Condition
Description Area (Ac.)
2-year discharge
(cfs)
10-year
discharge (cfs)
100-year
discharge (cfs) Tc mim.
Area 1 2.13 1.84 3.08 4.91 11.92
Area 2 0.77 0.84 1.42 2.23 7.66
Area 3 1.68 1.46 2.44 3.89 11.85
2 & 3 2.45 6.60 12.28 21.60 13.85
PROPOSED PROJECT BMP’s
Based on soil infiltration test results we have selected an infiltration basin onsite as the method for treatment of onsite flows. The details of the proposed infiltration basin system are described in detail in the Preliminary Water Quality Management Plan prepared for this project.
CONCLUSION
Based on the calculations and proposed improvements, onsite flows can be conveyed to suitable points of disposal, and the proposed site development will not impact offsite properties.
1- - - - - - - - - - - - - - -1
I
I
Appendix A
Existing Condition Rational Method Calculations
2-year
10-year
100-year
ttm37858ex2a
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex2a.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDITION
2-year flow rates - Area 1
RMB
------------------------------------------------------------------------ ********* 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 [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(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 = 0.554(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
ttm37858ex2a
______________________________________________________________________ Initial area flow distance = 604.000(Ft.)
Top (of initial area) elevation = 67.400(Ft.)
Bottom (of initial area) elevation = 56.300(Ft.)
Difference in elevation = 11.100(Ft.)
Slope = 0.01838 s(percent)= 1.84
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.270 min.
Rainfall intensity = 1.099(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.503
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 60.60
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.620(CFS)
Total initial stream area = 2.930(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.93 (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 = 78.0
ttm37858ex2b
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex2b.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDITION
2-year flow rates Area 2
RMB
------------------------------------------------------------------------ ********* 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 [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(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 = 0.554(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****
ttm37858ex2b
______________________________________________________________________ Initial area flow distance = 516.000(Ft.)
Top (of initial area) elevation = 69.200(Ft.)
Bottom (of initial area) elevation = 58.500(Ft.)
Difference in elevation = 10.700(Ft.)
Slope = 0.02074 s(percent)= 2.07
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.996 min.
Rainfall intensity = 1.148(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.513
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 60.60
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.183(CFS)
Total initial stream area = 2.010(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.01 (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 = 78.0
ttm37858ex10a
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex10a.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDITION
10-YEAR FLOW RATES - AREA 1
RMB
------------------------------------------------------------------------ ********* 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 [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(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 = 0.820(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
ttm37858ex10a
______________________________________________________________________ Initial area flow distance = 604.000(Ft.)
Top (of initial area) elevation = 67.400(Ft.)
Bottom (of initial area) elevation = 56.300(Ft.)
Difference in elevation = 11.100(Ft.)
Slope = 0.01838 s(percent)= 1.84
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.270 min.
Rainfall intensity = 1.625(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.731
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.481(CFS)
Total initial stream area = 2.930(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.93 (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 = 78.0
ttm37858ex10b
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex10b.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDITION
10-YEAR FLOW RATES - AREA 2
RMB
------------------------------------------------------------------------ ********* 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 [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(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 = 0.820(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****
ttm37858ex10b
______________________________________________________________________ Initial area flow distance = 516.000(Ft.)
Top (of initial area) elevation = 69.200(Ft.)
Bottom (of initial area) elevation = 58.500(Ft.)
Difference in elevation = 10.700(Ft.)
Slope = 0.02074 s(percent)= 2.07
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.996 min.
Rainfall intensity = 1.698(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.737
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.514(CFS)
Total initial stream area = 2.010(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.01 (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 = 78.0
ttm37858ex100a
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex100a.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDTION
100-YEAR FLOW RATES - AREA 1
RMB
------------------------------------------------------------------------ ********* 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 = 3 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(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 ****
ttm37858ex100a
______________________________________________________________________ Initial area flow distance = 604.000(Ft.)
Top (of initial area) elevation = 67.400(Ft.)
Bottom (of initial area) elevation = 56.300(Ft.)
Difference in elevation = 11.100(Ft.)
Slope = 0.01838 s(percent)= 1.84
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.270 min.
Rainfall intensity = 2.379(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.846
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.897(CFS)
Total initial stream area = 2.930(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.93 (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 = 78.0
ttm37858ex100b
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex100b.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDTION
100-YEAR FLOW RATES - AREA 2
RMB
------------------------------------------------------------------------ ********* 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 = 3 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(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 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****
ttm37858ex100b
______________________________________________________________________ Initial area flow distance = 516.000(Ft.)
Top (of initial area) elevation = 69.200(Ft.)
Bottom (of initial area) elevation = 58.500(Ft.)
Difference in elevation = 10.700(Ft.)
Slope = 0.02074 s(percent)= 2.07
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.996 min.
Rainfall intensity = 2.485(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.848
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.236(CFS)
Total initial stream area = 2.010(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.01 (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 = 78.0
Appendix B
Proposed Condition Rational Method Calculations
2-year
10-year
100-year
TTM37858dev2a
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 03/28/20
File:TTM37858dev2a.out
------------------------------------------------------------------------ TTM 37858 - Drainage Area A
Developed Condition - 2 year flow rates
RMB
------------------------------------------------------------------------ ********* 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 [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(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 = 0.554(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION ****
TTM37858dev2a
______________________________________________________________________ Initial area flow distance = 636.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 57.100(Ft.)
Difference in elevation = 7.400(Ft.)
Slope = 0.01164 s(percent)= 1.16
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.924 min.
Rainfall intensity = 1.244(In/Hr) for a 2.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.693
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.840(CFS)
Total initial stream area = 2.134(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 53.500(Ft.)
Downstream point/station elevation = 53.000(Ft.)
Pipe length = 9.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.840(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.840(CFS)
Normal flow depth in pipe = 3.32(In.)
Flow top width inside pipe = 13.97(In.)
Critical Depth = 6.12(In.)
Pipe flow velocity = 8.21(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 11.94 min.
End of computations, total study area = 2.13 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0
TTM37858dev2b
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 03/28/20
File:TTM37858dev2b.out
------------------------------------------------------------------------ TTM 37858 - Drainage Area B
Developed Condition - 2 year flow rates
RMB
------------------------------------------------------------------------ ********* 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 [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(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 = 0.554(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION ****
TTM37858dev2b
______________________________________________________________________ Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 62.900(Ft.)
Bottom (of initial area) elevation = 58.800(Ft.)
Difference in elevation = 4.100(Ft.)
Slope = 0.01640 s(percent)= 1.64
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.663 min.
Rainfall intensity = 1.551(In/Hr) for a 2.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.710
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.848(CFS)
Total initial stream area = 0.770(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.800(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 67.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.848(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.848(CFS)
Normal flow depth in pipe = 3.32(In.)
Flow top width inside pipe = 13.96(In.)
Critical Depth = 4.11(In.)
Pipe flow velocity = 3.79(Ft/s)
Travel time through pipe = 0.30 min.
Time of concentration (TC) = 7.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.770(Ac.)
Runoff from this stream = 0.848(CFS)
TTM37858dev2b
Time of concentration = 7.96 min.
Rainfall intensity = 1.522(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 58.700(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.846 min.
Rainfall intensity = 1.248(In/Hr) for a 2.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.694
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.458(CFS)
Total initial stream area = 1.685(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.700(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 43.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.458(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.458(CFS)
Normal flow depth in pipe = 4.01(In.)
Flow top width inside pipe = 14.98(In.)
Critical Depth = 5.43(In.)
Pipe flow velocity = 4.97(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 11.99 min.
TTM37858dev2b
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.685(Ac.)
Runoff from this stream = 1.458(CFS)
Time of concentration = 11.99 min.
Rainfall intensity = 1.240(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 0.848 7.96 1.522
2 1.458 11.99 1.240
Largest stream flow has longer time of concentration
Qp = 1.458 + sum of
Qb Ia/Ib
0.848 * 0.815 = 0.691
Qp = 2.149
Total of 2 main streams to confluence:
Flow rates before confluence point:
0.848 1.458
Area of streams before confluence:
0.770 1.685
Results of confluence:
Total flow rate = 2.149(CFS)
Time of concentration = 11.990 min.
Effective stream area after confluence = 2.455(Ac.) End of computations, total study area = 2.46 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0
TTM37893dev10
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 03/28/20
File:TTM37893dev10.out
------------------------------------------------------------------------ TTM 37893 - Mission & Agate
Developed Condition - 10 year flow rates
Including offsite area - mini warehouse storage
RMB
------------------------------------------------------------------------ ********* 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 [ Mira Loma ] area used.
10 year storm 10 minute intensity = 1.960(In/Hr)
10 year storm 60 minute intensity = 0.760(In/Hr)
100 year storm 10 minute intensity = 3.100(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.760(In/Hr)
Slope of intensity duration curve = 0.5300
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________
TTM37893dev10
Initial area flow distance = 928.000(Ft.)
Top (of initial area) elevation = 102.700(Ft.)
Bottom (of initial area) elevation = 85.000(Ft.)
Difference in elevation = 17.700(Ft.)
Slope = 0.01907 s(percent)= 1.91
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.243 min.
Rainfall intensity = 1.693(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.728
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.920(CFS)
Total initial stream area = 2.370(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.500 to Point/Station 201.500 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 79.500(Ft.)
Downstream point/station elevation = 79.200(Ft.)
Pipe length = 36.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.920(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.920(CFS)
Normal flow depth in pipe = 6.81(In.)
Flow top width inside pipe = 17.46(In.)
Critical Depth = 7.79(In.)
Pipe flow velocity = 4.76(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 13.37 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.500 to Point/Station 201.500 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.370(Ac.)
Runoff from this stream = 2.920(CFS)
Time of concentration = 13.37 min.
TTM37893dev10
Rainfall intensity = 1.684(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 957.000(Ft.)
Top (of initial area) elevation = 103.000(Ft.)
Bottom (of initial area) elevation = 85.000(Ft.)
Difference in elevation = 18.000(Ft.)
Slope = 0.01881 s(percent)= 1.88
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.445 min.
Rainfall intensity = 1.679(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.727
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.565(CFS)
Total initial stream area = 2.920(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 201.500 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.920(Ac.)
Runoff from this stream = 3.565(CFS)
Time of concentration = 13.44 min.
Rainfall intensity = 1.679(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 2.920 13.37 1.684
2 3.565 13.44 1.679
Largest stream flow has longer time of concentration
TTM37893dev10
Qp = 3.565 + sum of
Qb Ia/Ib
2.920 * 0.997 = 2.912
Qp = 6.477
Total of 2 main streams to confluence:
Flow rates before confluence point:
2.920 3.565
Area of streams before confluence:
2.370 2.920
Results of confluence:
Total flow rate = 6.477(CFS)
Time of concentration = 13.445 min.
Effective stream area after confluence = 5.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 201.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 5.290(Ac.)
Runoff from this stream = 6.477(CFS)
Time of concentration = 13.44 min.
Rainfall intensity = 1.679(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 807.000(Ft.)
Top (of initial area) elevation = 113.300(Ft.)
Bottom (of initial area) elevation = 98.100(Ft.)
Difference in elevation = 15.200(Ft.)
Slope = 0.01884 s(percent)= 1.88
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.658 min.
Rainfall intensity = 2.001(In/Hr) for a 10.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
TTM37893dev10
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.660(CFS)
Total initial stream area = 3.830(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 98.100(Ft.)
Downstream point/station elevation = 79.500(Ft.)
Pipe length = 957.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.660(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 6.660(CFS)
Normal flow depth in pipe = 7.49(In.)
Flow top width inside pipe = 22.24(In.)
Critical Depth = 10.97(In.)
Pipe flow velocity = 7.96(Ft/s)
Travel time through pipe = 2.00 min.
Time of concentration (TC) = 11.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 201.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.830(Ac.)
Runoff from this stream = 6.660(CFS)
Time of concentration = 11.66 min.
Rainfall intensity = 1.811(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 6.477 13.44 1.679
2 6.660 11.66 1.811
Largest stream flow has longer or shorter time of concentration Qp = 6.660 + sum of
Qa Tb/Ta
6.477 * 0.867 = 5.618
Qp = 12.278
Total of 2 streams to confluence:
TTM37893dev10
Flow rates before confluence point:
6.477 6.660
Area of streams before confluence:
5.290 3.830
Results of confluence:
Total flow rate = 12.278(CFS)
Time of concentration = 11.661 min.
Effective stream area after confluence = 9.120(Ac.) End of computations, total study area = 9.12 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.332
Area averaged RI index number = 56.0
TTM37858dev10B
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/16/20
File:TTM37858dev10B.out
------------------------------------------------------------------------ TTM 37858 - Drainage Area B
Developed Condition - 10 year flow rates
RMB
------------------------------------------------------------------------ ********* 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 [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(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 = 0.820(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION ****
TTM37858dev10B
______________________________________________________________________ Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 62.900(Ft.)
Bottom (of initial area) elevation = 58.800(Ft.)
Difference in elevation = 4.100(Ft.)
Slope = 0.01640 s(percent)= 1.64
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.663 min.
Rainfall intensity = 2.294(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.801
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.416(CFS)
Total initial stream area = 0.770(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.800(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 67.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.416(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.416(CFS)
Normal flow depth in pipe = 4.28(In.)
Flow top width inside pipe = 15.32(In.)
Critical Depth = 5.34(In.)
Pipe flow velocity = 4.40(Ft/s)
Travel time through pipe = 0.26 min.
Time of concentration (TC) = 7.92 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.770(Ac.)
Runoff from this stream = 1.416(CFS)
TTM37858dev10B
Time of concentration = 7.92 min.
Rainfall intensity = 2.257(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 58.700(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.846 min.
Rainfall intensity = 1.845(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.786
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.444(CFS)
Total initial stream area = 1.685(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.700(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 43.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.444(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.444(CFS)
Normal flow depth in pipe = 5.20(In.)
Flow top width inside pipe = 16.32(In.)
Critical Depth = 7.10(In.)
Pipe flow velocity = 5.77(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 11.97 min.
TTM37858dev10B
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.685(Ac.)
Runoff from this stream = 2.444(CFS)
Time of concentration = 11.97 min.
Rainfall intensity = 1.836(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 1.416 7.92 2.257
2 2.444 11.97 1.836
Largest stream flow has longer time of concentration
Qp = 2.444 + sum of
Qb Ia/Ib
1.416 * 0.813 = 1.151
Qp = 3.595
Total of 2 main streams to confluence:
Flow rates before confluence point:
1.416 2.444
Area of streams before confluence:
0.770 1.685
Results of confluence:
Total flow rate = 3.595(CFS)
Time of concentration = 11.970 min.
Effective stream area after confluence = 2.455(Ac.) End of computations, total study area = 2.46 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0
ttm37858dev100
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/16/20
File:ttm37858dev100.out
------------------------------------------------------------------------ TTM 37858 Drainage Area A
Developed Condition - 100-year flow rates
RMB
------------------------------------------------------------------------ ********* 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 = 3 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(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 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION ****
ttm37858dev100
______________________________________________________________________ Initial area flow distance = 636.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 57.100(Ft.)
Difference in elevation = 7.400(Ft.)
Slope = 0.01164 s(percent)= 1.16
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.924 min.
Rainfall intensity = 2.692(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.855
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.911(CFS)
Total initial stream area = 2.134(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 53.500(Ft.)
Downstream point/station elevation = 53.000(Ft.)
Pipe length = 9.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.911(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.911(CFS)
Normal flow depth in pipe = 5.44(In.)
Flow top width inside pipe = 16.53(In.)
Critical Depth = 10.22(In.)
Pipe flow velocity = 10.92(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 11.94 min.
End of computations, total study area = 2.13 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0
TTM37858dev100B
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/16/20
File:TTM37858dev100B.out
------------------------------------------------------------------------ TTM 37858 Drainage Areas B & C
Developed Condition - 100-year flow rates
RMB
------------------------------------------------------------------------ ********* 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 = 3 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(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 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION ****
TTM37858dev100B
______________________________________________________________________ Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 62.900(Ft.)
Bottom (of initial area) elevation = 58.800(Ft.)
Difference in elevation = 4.100(Ft.)
Slope = 0.01640 s(percent)= 1.64
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.663 min.
Rainfall intensity = 3.358(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.863
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.231(CFS)
Total initial stream area = 0.770(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.800(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 67.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.231(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.231(CFS)
Normal flow depth in pipe = 5.39(In.)
Flow top width inside pipe = 16.49(In.)
Critical Depth = 6.76(In.)
Pipe flow velocity = 5.02(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 7.89 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.770(Ac.)
Runoff from this stream = 2.231(CFS)
TTM37858dev100B
Time of concentration = 7.89 min.
Rainfall intensity = 3.310(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 58.700(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.846 min.
Rainfall intensity = 2.701(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.855
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.891(CFS)
Total initial stream area = 1.685(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.700(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 43.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.891(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.891(CFS)
Normal flow depth in pipe = 6.64(In.)
Flow top width inside pipe = 17.37(In.)
Critical Depth = 9.04(In.)
Pipe flow velocity = 6.57(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 11.96 min.
TTM37858dev100B
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.685(Ac.)
Runoff from this stream = 3.891(CFS)
Time of concentration = 11.96 min.
Rainfall intensity = 2.688(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 2.231 7.89 3.310
2 3.891 11.96 2.688
Largest stream flow has longer time of concentration
Qp = 3.891 + sum of
Qb Ia/Ib
2.231 * 0.812 = 1.812
Qp = 5.703
Total of 2 main streams to confluence:
Flow rates before confluence point:
2.231 3.891
Area of streams before confluence:
0.770 1.685
Results of confluence:
Total flow rate = 5.703(CFS)
Time of concentration = 11.955 min.
Effective stream area after confluence = 2.455(Ac.) End of computations, total study area = 2.46 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0
Project Site
-.__..,
l S,
~}=-! .. _.~~~·-
LEGEND
SOILS GROUP BOUNDARY
A SOILS GROUP DESIGNATION
RCFCSWCD
HYDHOLOGY JYlANUAL
,...._-__,
0 FEET 5000
A
HYDROLOGIC SOILS GROUP MAP
FOR
FONTANA
PLATE C-1.03
Appendix C
Reference Materials
Soils Map
Hydrology Maps
PARCEL 3
PM 8114
PMB 38/28
PARCEL 1
PM 16636
PMB 96/16
PARCEL 2
PM 16636
PMB 96/16
PARCEL 3
PM 17535
PMB 96/57-58
AREA 2
87,407 sf
2.01 acres
AREA 1
127,532 sf
2.93 acres
L = 516'
L = 604'
ROBERT BEERS
’
SITE
HYDROLOGY DATA
HYDROLOGY LEGEND
---------------------------------------------------------- Obscured Area
Tc = 1 .00 Min.
PARCEL 4
PM 8114
PMB 38 28
-
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I
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-----
)-+
5 56,BP ARCEL ~
...___ __ PM-PM~ 11822 \
55/84 I
I
x1558.3 I
OWN R: ONIA
MARIANN RE
AL.
APN 4 6-090-020
I
I
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I
9.1 ,~I
-~ .1 ~ 1 (36.66' 2
...__,. \ ,...-38.8' ,,
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I
I
' 11558. ,, ,,
~! r~
X 1557,9
--1---,,-------
0 I-
GRAPHIC SCALE
20 40 80 160
l~I l __ ~I
( IN FEET)
1 inch = 40 ft.
,, ,,
•"
,, ,,
X 1562.5
DBS.
72,WJ£,72.4 '
X 1565,5
------
/
,. ,. ...
II Obscured Area
/
./ / /
X 1566,5
N69'33'22"W 300.06' (30 04' R2)
------------------------------------------------------- x1559.6
02 = 1.62 cfs
010 = 3.48 cfs
0100 = 5.90 cfs
Tc = 15.27 Min.
------
x1560.5
f 68.9
I
I
:i<"',--L--~'r--',--,., I
a::::::.~~~""',' _J J
,,,,,------
"' I ~
I l w
~~ . . r--
' !' I o
High Point
X 1567,3
PARCEL 1
PM 1753
PMB 96/57-
X 1566,
OWNER:
TSAI, T AL.
APN 476-0-026
' 0 I z x1564. ,_ ____________ _
i
i -----...
l
I
I
I
I
l Dbscu fci Area
I
I
I
I
I
I
'
X 1563,6
OWNER: ELIZABETH
TSAI, ET AL
APN 478-090-028
X 1562.5
-~-;..~.!•·-~....:....~ "-·-·-·---,._
:l/5.07' (275 D4' R1)
Obscured Area
8175 Limonite Avenue, Suite E
Jurupa Valley, CA 92509
Ph. (951) 317-2041 Fax (909) 360-2070
Date Robert M. Beers R.C.E. 39405
Ex ires 12-31-21
FIELD BOOK REF.
MARK REVISIONS APPR. DATE
TENTATIVE TRACT MAP NO. 37893
LEGAL DESCRIPTION=
THE LAND IS SITUATED IN THE COUNTY OF RIVERSIDE, CITY OF
JURUPA VALLEY, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOIJS1
DEVELOPER
RC HOBBS COMPANIES, INC.
1428 E. CHAPMAN A VENUE
ORANGE, CA 92866
PARCELS 2 AND 3 OF PARCEL MAP 21212, IN THE CITY OF JURUPA
VALLEY, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOIJN BY MAP ON FILE IN BOOK 153, PAGES 34 l 35, OF PARCEL MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA.
ATTN: ROGER HOBBS
714-633-8100
APN S• 171-101-072-3 l 171-101-073-7
PREPARED FOR:
RC Hobbs Companies
1428 E. Chapmon A venue
Orange, CA 92866
PHONE: (714) 633-8100
100 YEAR - 1 YEAR RAINFALL INTENSITY = 1.20 INCH
10 YEAR - 1 HOUR RAINFALL INTENSITY = 0.82 INCH
SLOPE USED FOR RAINFALL INTENSITY CURVE = 0.500
AMC I USED FOR 2-YEAR STORM RUNOFF CALCULATIONS
AMC II USED FOR 10-YEAR STORM RUNOFF CALCULATIONS
AMC Ill USED FOR 100-YEAR STORM RUNOFF CALCULATIONS
ASSUMED HYDROLOGIC LAND USE: UNDEVELOPED
SOIL TYPE B
0100 = 100-YEAR FLOW RA TE
010 = 10-YEAR FLOW RA TE
02 = 2-YEAR FLOW RATE
Tc = TIME OF CONCENTIRATION -MINUTES
L = FLOW PATH LENGTH IN FEET
101 NODE NUMBER
54.8 ELEVATION
- - - - - - - - - - -DRAINAGE AREA BOUNDARY
DRAINAGE FLOW PATH
VICINITY MAP
I
.._
~
TIM 37893
NOT TO SCALE
l:;j
11/SS/ON
~
,UTH ST. ~
60 -
I i
&:~ ~
JIii/i" -
"
Wl/.0 PONY OIi.
I I
IIED AIE.Sll OIi.
DA TE March 26. 2020
JOB NO.
DRAWN BY R.A.H. Existing Condition Hydrology Map
City of Jurupa Valley 1----------1
CALIFORNIA CHECKED BY R.M.B.
SHEET _1_ OF _1_
CL
CACTUS
AVENUE
PARCEL 3PM 8114PMB 38/28
PARCEL 1PM 16636PMB 96/16PARCEL 2PM 16636PMB 96/16
LOT EPM 8114PMB 38/28
CL
BRADSHAW CIRCLE
PARCEL 3PM 17535
PMB 96/57-58
ROBERT BEERS
TENTATIVE TRACT MAP NO. 37858
LEGAL DESCRIPTION:
DEVELOPED CONDITION HYDROLOG MAP
HYDROLOGY DATA
HYDROLOGY LEGEND
1001
C
56 43
-N ~N
r--r--
45 Lot 21
N
r--
72.ffi,~72.4 •
43 45'
N
r--
43'
Lot 20 Lot 19 Lot 18
'-i-
CXJ
Lot 23 Lot 22
5,016 sf PE = 63.0 PE = 63.2 PE = 63.6 PE = 6~.0 [ PE = 64.4 Obscured Area 56' 43'
20 I
I
PARCEL 4 I
PM 8114 •
PMB 38 28;
• I
GRAPHIC SCALE
.. 80 160
I l __ ~I
( IN FEET )
1 inch -40 ft.
---=
45'
Lot 1
, 43'
Lot 39
PE = 60.0
N
r--
45'
Tc ¾ 11. 2 Min.
PE = ,59.8
45'
~ t 38
PE -60.4
N
43' 23'
27 .
N
r--
45' /
' R1)
Obscured Area
45 4
Lot 16
23-1
-30
100 YEAR - 1 YEAR RAINFALL INTENSITY = 1.20 INCH
10 YEAR - 1 HOUR RAINFALL INTENSITY = 0.82 INCH
SLOPE USED FOR RAINFALL INTENSITY CURVE = 0 .. 500
AMC I USED FOR 2-YEAR STORM RUNOFF CALCULATIONS
AMC II USED FOR 10-YEAR STORM RUNOFF CALCULATIONS
AMC Ill USED FOR 100-YEAR STORM RUNOFF CALCULATIONS
0100 = 100-YEAR FLOW RATE
010 = 10-YEAR FLOW RATE
02 = 2-YEAR FLOW RATE
Tc = TIME OF CONCENTRATION MINUTES
L = FLOW PATH LENGTH IN FEET
PARCEL 1:
PARCEL 3 AND LOT E, PARCEL MAP NO. 8114, IN THE CITY OF MORENO VALLEY. COUNTY OF RIVERSIDE, STATE OF CALIFORNIA. AS PER PARCEL MAP RECORDED IN BOOK 38, PAGE 2B OF MAPS, RECORDS OF SAID COUNTY.
APN: 478-090-018
Lot 17
PE= 64.6J
0.78 PE = 65.0
52'
ASSUMED HYDROLOGIC LAND USE: SFR -Condominium
101
SOIL TYPE B 54.8
NODE NUMBER
ELEVATION
PARCEL 2:
PARCELS 1 AND 2 AS SHOv.N BY PARCEL MAP NO. 16636, IN THE CITY OF MORENO VALLEY, COUNTY OF RIVERSIDE. STATE OF CALIFORNIA ON FILE IN BOOK 96, PAGE 16 OF
PARCEL MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA,
"o
CX)
,,
Lot 13
PE = 64.
73.8'
&t_1~
P,E -63.l;i
73.7'
L = 636'
"tJa. \ • '!lg_! Lot 11
;,,
...
in ...
;,, ...
'-i
N
PE = 63.2
73. '
Lot 10
PE = 62.7
73.5'
Lot
PE = 6.2.3
73.3'
L t 8
PE 61.9
73.2 Lot 7
61.4 w
.....
0 r-.
f"
X 1567,3
3' wide PCC
lnter'p~~c'~L 1
PM 1753
PMB 96/57-
QtfJW6'6, ainage conveyed
to Cactus venue
OWNER: LIZABETH
TSAI, T AL.
B APN 478-0-026
Lot
"" I g sf [! z X 1564.
~ r-------------
I")
...
"o
<D
X 1563,6
---------------
OWNER: ELIZABETH
TSAI, ET AL.
,6.9'
Lo\ 6
PE \ 61.8
N
Lot 5
PE = 61.4
r--
----~----
0 APN 478-090-028
X 1562,5
Interceptor Ditch
24" RCP Connection
to Catch Basin
,;;;;7,v
8175 Limonite Avenue, Suite E
Jurupa Valley, CA 92509
Ph. (951) 317-2041 Fax (909)
Date Robert M. Beers
- - - - - - - - - - -DRAINAGE AREA BOUNDARY
DRAINAGE FLOW PATH
APN'S: 47B-090-024-2 AND 47B-0909-25-3
AREA 1
AREA 2
AREA 3
92,937 SF
33,545 SF
73,382 SF
hydrologic soil type -Type B
Lot Line Lot Line
" 24' "
1£
,
,,
1' wide~
HOA Easemen:ots
1 I, 12· ,,
Drive Aisle'
12' I,
Drive Aisle' HOA
1' wide
Easement
ots 2% Lots
- \..._ 6 Curb Type 6 curb
,,,
TYPICAL SECTION -Private Streets
COURTS "A" & "B"
N. T. S.
Lot Line Lot Line
40'
22' 18'
18' 18'
4' 8' 10· 10· 8'
Parking Drive Aisle Drive Aisle Parking
Lots U U Lo~
Sidewalk Type 6 curb Type 6 curb
TYPICAL SECTION -PR/VA TE STREETS
N. T. S.
R/W
,, 60'
30' 1£ 30' I, I, , ,
" ' '. 12'
"
18' " 18' L, 12· , ,
Lots 2% 2%
-
2% 2%
R/W
,, ,
m
I, ,
L,
,
Lots
Type 6 curb Sidewalk_/ . "
'----sidewalk \... Type 6 curb
360-2070
R.C.E. 39405
Ex ires 12-31-21
TYPICAL SECTION
BRADSHAW CIRCLE
N. T.S.
FIELD BOOK REF.
MARK REVISIONS APPR. DATE
2.1335 Ac.
0. 7701 Ac.
1. 6846 Ac.
PREPARED FOR:
R.csh:k:nti.:ii lots
I-L~tN-u;b~ I-~vi-dth (fti-r i,;;ptf.(ft}--Arca (sf; Lot Number Width (ft] -----------]------
Depth (ft) Al"C8 \sf) --------------------• .. n • ' .::.240 ' 45 I 72 3,240 21 45 ' 3
4 5
t,
7 8
9 '_l
--·---·-··-----·····-
-' --·····---·····---
::.3
48 43
4S
48 T,
43 72
72 72
72 72
73.2 73.3
73.5 73.8
2,?,97
3,320
3,126
___ -i------4c_; ______ 0_·--··-·-74 ______ + ___ ,._,,0 __ _ ::.s 52 74 3,331
)_L
25 2f.i
2S
29 3:)
35 36
37 i - - - -
4?,
56 .15
43 45
55 60
60 72
n
72 72
72 72
72 72
72 72.
72 72
!lS 72
3.C96
3.240
3,:J95
3.D9.S
3/!18
4.31~
-----+-
3,/h/ JG I --- -__ '13 ---- ----__ ,-; ,1,. ------,-__ c'"" - _9
2.0 45
73 ------······-··-·-··-···-·-
3,240
3,0So
fi7,"Li8
r---------------------------, I Toted R2r,id2ntic1' Lot Arf''1 = Bf.i,045 ; ------------------------------
,----------------------------,
1 tet:2red l.ots 1 r----·· --------------------,
Lot use i\rea (sf; r---------------------------
/1 OpenSpJc<2--WGMP3asiri l,/27
B Drainagr \,1Jai!
r l.c1nclscare Area
[! Ope1 Space -Recrec"t,Jn ---i--· ·---· ---·----------------- E C,c2n Sp,xe 'WQMP Basin
PROJECT NOTES
TOTAL GROSS PROJECT SIZE: 4.81± ACRES
2,673
7,574
:1,850
TOPOGRAPHY SOURCE: Field Survey December 2019
NUMBER OF RESIOENnAL LOTS: 40
MINIMUM LOT AREA: 3,095 S.F.
MINIMUM LOT DEPTH: 72'
MINIMUM LOT WIDTH: 43'
LOT SIZ£· AS SHOWN ON MAP
DENSITY: 8.31 DU/ACRE
RESIDENnAL LOT AREA = 136,045 sf
OPEN SPACE LOT AREA = 15,961 SF
STREET AREA = 56,826 sf
ONSITE STREETS ARE PR/VA TE STREETS
LEGEND
39 4J
43 50
72 3,096
TJ. 3).39
subtotcil 68,387
L------______ StreetLo!S ____ i-----
'.Sueet.!IJame ROW ifiidth (ft) (urn to C.u•b {lt) Are .. a \.sf) --~~------------------------- Str;_:..:t A 40 3G 8.GG.J ------------------------------i------------------------------------------------------------------------------------------------ Street B -10 .% , 16,00-'+
Street,::
Court,'\
Court S
40 .11
24 35
35 1L
6,805
9,:,97
7 . .844
2,093
J..,]82
!Tctal Street Lot Area= 56,8ZS
~-------------------------------
DEVELOPER/BUILDER
Roger Hobbs Companies,
1024 £ Chapman Avenue
Orange, CA 9286
A TT: Roger Hobbs
{714) 633-8100
OWNER
Inc.
T. C. TOP OF CURB
F.L. FL OWL/NE
F. s. FINISHED SURF A CE
P.£ PAD ELEVA noN
Church of Jesus Christ of
Latter Day Saints
C.B. CATCH BASIN
H.P. HIGH PO/NT
@ EXIST. LAND USAGE
[KJ EXIST. ZONING
50 E. North Temple St., 121 Floor
Salt Lake City, UT 84150-6320
ASSESSORS PARCEL NUMBERS
478-090-018, 024 & 025
RC Hobbs Companies
1428 £. Chapman Avenue
Orange, CA 92866
TIM 37858
Developed Condition Hydro Map
aty of Moreno Valley
CALIFORNIA
DA TE April 15, 2020
JOB NO.
DRAWN BY R,A.M,
PHONE: (714) 633-8100 CHECKED BY R.M.B.
SHEET _1_ OF _1_