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Home My WebLink AboutFINAL DRAINAGE REPORT FINAL DRAINAGE REPORT for Pennington Industrial SITE LOCATED SOUTH CORNER OF MINTHORN AND CHANEY STREETS CITY OF LAKE ELSINORE COUNTY OF RIVERSIDE STATE OF CALIFORNIA APN: 377-160-014 Prepared for: Fairway Commercial Partners Inc. 1601 N. Supelveda Blvd #401 Manhattan Beach, CA 90266 Rod K. Oshita Telephone (310) 939-7102 Prepared by: S &0 41689 Enterprise Circle North,Suite 126 Temecula,CA 92590 Bradley C. Knepp, P.E.,CPESC,QSD 951-695-8900 Job Number 7"20.25 Q�pFESSIO;`�� C. k Fti �Fq c% m January 20, 2020 Or- C7528i � STq OF CA��F�� Table of Contents JURISDICTION AND SCOPE OF DRAINAGE REPORT ............................................. 1 PROJECT DESCRIPTION, ANALYSIS AND CONCLUSION ........................................ 1 Attachments RIVERSIDE COUNTY RATIONAL METHOD HYDROLOGY ....................................... A EXISTING AND PROPOSED 10-AND 100-YEAR CALCULATIONS NRCS SOILS REPORT WITH CURRENT HYDROLOGIC SOIL GROUP DATA CITY OF LAKE ELSINORE DETENTION CALCULATIONS .......................................... B DETENTION VOLUME CALCULATIONS FOR 10-YR 6-AND 24-HOUR EVENTS USING TR-55 HYDRAULIC CALCULATIONS ........................................................................ C EXISTING AND PROPOSED HYDROLOGY MAPS .................................. MAP POCKET APPENDIX RIVERSIDE COUNTY RATIONAL METHOD HYDROLOGY EXISTING AND PROPOSED 10-AND 100-YEAR CALCULATIONS NRCS SOILS REPORT WITH CURRENT HYDROLOGIC SOIL GROUP DATA Drainage Report Pennington Industrial January 20,2020 Lake Elsinore,California SB&O,Inc. JURISDICTION AND SCOPE OF DRAINAGE REPORT Stormwater impacts associated with the Pennington Industrial project are within the jurisdiction of the City of Lake Elsinore. The City requires that hydrologic analyses be performed according to methodologies prescribed by the Riverside County Flood Control and Water Conservation District (RCFC). The scope of this preliminary report relates to potential storm water impacts associated with development of the project site and quantifies the existing and proposed 10- and 100-year 1-hour peak flow rates generated from the site using RCFC Modified Rational Method hydrology. The City requires the post-development increased runoff volume for the greater of the 10-year 6- or 24- hour events be detained onsite. Calculations for these volumes were calculated using RCFC approved TR-55 method. PROJECT DESCRIPTION,ANALYSIS AND CONCLUSION The project is located at the southeast corner of Minthorn and Chaney Streets in the City of Lake Elsinore, with Minthorn Street assumed to run"plan" east and west and Chaney Street assumed to run"plan"north and south for purposes of this report narrative. It is bounded by Minthorn to the north, Chaney to the west, a public school to the south, and a County social services facility to the east. Please reference the Existing Drainage Map, attached. Immediately north of the site, runoff in Minthorn Street flows (plan) west,joins with flows heading south, from one block upstream in Chaney Street, and continues south down Chaney Street. From an onsite highpoint at the Minthorn Street right-of-way, approximately 43% of the existing site drains south and discharges from the site into a concrete inlet on the adjoining County social services property. The remainder of the project site discharges into Chaney Street all along the west property line. All flows from the site ultimately discharge into Temescal Creek. The peak 100-year 1-hour flow from the existing site is 11.4 cubic feet per second(cfs). The existing runoff volume for the 10-year 6- and 24-hour events are 14,106 cubic feet(cf) and 47,750 cf, respectively. Please reference the Proposed Drainage Map, attached. It is not clear if this site has always drained in the way it does now, as historical photos indicate several agricultural and/or commercial grading operations have occurred on the site over the past 80 years. For this reason, and because the project proponent does not want to create a stormwater discharge agreement with the adjoining property owner, the existing inlet will be blocked off at the east property line and all proposed site flows will discharge to Chaney Street and ultimately into Temescal Creek. The peak 100-year 1- hour flow from the proposed site is 15.6 cfs. The post-developed runoff volume for the 10-year 6- and 24-hour events are 20,731 cf and 57,903 cf, respectively. The required mitigation Detention Volume for the site is the post-developed runoff volume minus the existing runoff volume for the 10-year 24-hour event, or 10,153 cf. This volume will be detained in a waterproof storm drain system consisting of a bay of 24-inch diameter high density polyethylene (HDPE) storm drain and outlet via a 6-foot wide parkway (under-sidewalk) drain (designed for the peak 100-year flow) into Chaney Street from the southwest corner of the project site. The actual volume detained is calculated by the pipe volumes upstream of the weir(not counting 6-inch diameter pipes, or 10,463 cubic feet. Lower flows will pass through a water quality treatment device. After a storm is over, a full volume detained behind and below the release weir will drain to the street via the same water quality treatment device at the water quality flow rate (at a 1 Drainage Report Pennington Industrial January 20,2020 Lake Elsinore,California SB&O,Inc. maximum of 0.625 cfs)per WQMP requirements and will fully drain in an estimated 4-12 hours. Please see the project WQMP for further information on stormwater quality requirements. Drainage areas were drawn to reflect final graded tributary areas to each site surface storm drain inlet. Inlets were sized to accommodate the peak 100-year flow in consideration of a 50% clogging factor. See graphical sizing charts in Appendix C. In addition, the hydraulic grade line (HGL)was calculated for Lines A, B and C (see the Storm Drain Plan for storm drain line stationing and inverts) assuming the 100-year design flow condition. RCFC-approved WSPG software was used to perform the calculations. The system outlet 100-year controlling water surface elevation was determined by adding the 100-year flow depth over the weir of 0.73 feet to the elevation of the site release weir(70.90), for a WSEL of 70.63. Results indicate all upstream structures and pipes had resultant HGL elevations that were underground except for the most upstream inlet of Line C. This inlet is located between Building 1 and 2. Only in the 100-year condition a small ponded area (2 inches deep above the top of grate)would form around this inlet for less than a few hours (a short time per typical RCFC time distributions of rainfall for various durations of 100-year events). If the 100-year flows were exceeded, or if storm drains were blocked, flows would follow the secondary/emergency overflow route westward over the ridge line in the parking lot between Buildings 1 and 2 and directly into Chaney Street through the site's west driveway. See calculations in Appendix C for the above as well as for the small northerly parkway drain consisting of three 4-inch pipes that discharges into Chaney Street north of the site's Chaney Street driveway. We conclude there are no anticipated adverse impacts to existing storm drain facilities or proposed structures associated with the planned development of this site. 2 Riverside County Rational Hydrology Program Rainfall intensity = 1.907(in/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Runoff Coefficient = 0.752 Rational Hydrology Study Date: 02/27/19 File:74422Q10DAl.out Decimal fraction soil group A = 0.000 ------------------------------------------------------------------------ Decimal fraction soil group B = 1.000 74422 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Pennington Industrial Park RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rational Method Hydrology Initial subarea runoff = 3.871(CFS) Existing 10-year 1-hour Event DA 1 Total initial stream area = 2.700(Ac.) Pervious area fraction = 1.000 ------------------------------------------------------------------------ P y = ********** End of computations, total stud area 2.70 Ac.) ********* Hydrology Study Control Information The following figures may English (in-lb) Units used in input data file 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 Program License Serial Number 6241 ------------------------------------------------------------------------ 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 [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 546.000(Ft.) Top (of initial area) elevation = 1278.500(Ft.) Bottom (of initial area) elevation = 1269.500(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01648 s(percent)= 1.65 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.988 min. Riverside County Rational Hydrology Program Rainfall intensity = 1.974(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Runoff Coefficient = 0.756 Rational Hydrology Study Date: 02/27/19 File:74422Q10DA2.out Decimal fraction soil group A = 0.000 ------------------------------------------------------------------------ Decimal fraction soil group B = 1.000 74422 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Pennington Industrial Park RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rational Method Hydrology Initial subarea runoff = 3.134(CFS) Existing 10-year 1-hour Event DA 2 Total initial stream area = 2.100(Ac.) Pervious area fraction = 1.000 ------------------------------------------------------------------------ P y = ********** End of computations, total stud area 2.10 Ac.) ********* Hydrology Study Control Information The following figures may English (in-lb) Units used in input data file 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 Program License Serial Number 6241 ------------------------------------------------------------------------ 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 [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 411.000(Ft.) Top (of initial area) elevation = 1278.500(Ft.) Bottom (of initial area) elevation = 1273.000(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.01338 s(percent)= 1.34 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.948 min. Riverside County Rational Hydrology Program Rainfall intensity = 2.919(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Runoff Coefficient = 0.797 Rational Hydrology Study Date: 02/01/19 File:74422Q100A.out Decimal fraction soil group A = 0.000 ------------------------------------------------------------------------ Decimal fraction soil group B = 1.000 74422 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Pennington Industrial Park RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rational Method Hydrology Initial subarea runoff = 6.284(CFS) Existing 100-year 1-hour Event DA 1 Total initial stream area = 2.700(Ac.) Pervious area fraction = 1.000 ------------------------------------------------------------------------ P y = ********** End of computations, total stud area 2.70 Ac.) ********* Hydrology Study Control Information The following figures may English (in-lb) Units used in input data file 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 Program License Serial Number 6241 ------------------------------------------------------------------------ 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 [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.500(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 546.000(Ft.) Top (of initial area) elevation = 1278.500(Ft.) Bottom (of initial area) elevation = 1269.500(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01648 s(percent)= 1.65 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.988 min. Riverside County Rational Hydrology Program Rainfall intensity = 3.022(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Runoff Coefficient = 0.800 Rational Hydrology Study Date: 02/01/19 File:74422Q100.out Decimal fraction soil group A = 0.000 ------------------------------------------------------------------------ Decimal fraction soil group B = 1.000 74422 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Pennington Industrial Park RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rational Method Hydrology Initial subarea runoff = 5.079(CFS) Existing 100-year 1-hour Event DA 2 Total initial stream area = 2.100(Ac.) Pervious area fraction = 1.000 ------------------------------------------------------------------------ P y = ********** End of computations, total stud area 2.10 Ac.) ********* Hydrology Study Control Information The following figures may English (in-lb) Units used in input data file 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 Program License Serial Number 6241 ------------------------------------------------------------------------ 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 [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.500(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 411.000(Ft.) Top (of initial area) elevation = 1278.500(Ft.) Bottom (of initial area) elevation = 1273.000(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.01338 s(percent)= 1.34 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.948 min. Slope = 0.01003 s(percent)= 1.00 TC = k(0.336)*[(length^3)/(elevation change)]^0.2 Riverside County Rational Hydrology Program Initial area time of concentration = 9.164 min. Rainfall intensity = 2.415(In/Hr) for a 10.0 year storm CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 MOBILE HOME PARK subarea type Rational Hydrology Study Date: 01/10/20 File:74422rmPl0.out Runoff Coefficient = 0.832 ------------------------------------------------------------------------ Decimal fraction soil group A = 0.000 74422 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Pennington Industrial Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Rational Method Hydrology Pervious area fraction = 0.250; Impervious fraction = 0.750 Initial subarea runoff = 0.382(CFS) 10-Year 1-Hour Post Developed Condition Total initial stream area = 0.190(Ac.) ------------------------------------------------------------------------ Pervious area fraction = 0.250 ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 99.000 ------------------------------------------------------------------------ **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Program License Serial Number 6241 Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 ------------------------------------------------------------------------ Decimal fraction soil group B = 1.000 Rational Method Hydrology Program based on Decimal fraction soil group C = 0.000 Riverside County Flood Control 6 Water Conservation District Decimal fraction soil group D = 0.000 1978 hydrology manual RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Time of concentration = 9.16 min. Rainfall intensity = 2.415(In/Hr) for a 10.0 year storm Standard intensity-duration curves data (Plate D-4.1) Subarea runoff = 4.300(CFS) for 2.040(Ac.) For the [ Elsinore-Wildomar ] area used. Total runoff = 4.682(CFS) Total area = 2.230(Ac.) 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 100 year storm 60 minute intensity = 1.500(In/Hr) Process from Point/Station 12.000 to Point/Station 99.000 **** SUBAREA FLOW ADDITION **** Storm event year = 10.0 COMMERCIAL subarea type Calculated rainfall intensity data: Runoff Coefficient t 0.873 1 hour intensity = duration Decimal fraction soil group A = 0.000 Slope of intensity duration curve = 0.4800 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 = 0.100; Impervious fraction = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Time of concentration = 9.16 min. Process from Point/Station 1.000 to Point/Station 2.000 Rainfall intensity = 2.415(In/Hr) for a 10.0 year storm **** INITIAL AREA EVALUATION **** Subarea runoff = 1.518(CFS) for 0.720(Ac.) Total runoff = 6.199(CFS) Total area = 2.950(Ac.) Initial area flow distance = 389.000(Ft.) Top (of initial area) elevation = 75.000(Ft.) Bottom (of initial area) elevation = 71.100(Ft.) ++++++++++++++++++++++++++++++++++++++++++............................ Difference in elevation = 3.900(Ft.) Process from Point/Station 13.000 to Point/Station 99.000 Page 1 of 5 Page 2 of 5 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type COMMERCIAL subarea type Runoff Coefficient = 0.873 Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.16 min. Time of concentration = 9.16 min. Rainfall intensity = 2.415(In/Hr) for a 10.0 year storm Rainfall intensity = 2.415(In/Hr) for a 10.0 year storm Subarea runoff = 0.126(CFS) for 0.060(Ac.) Subarea runoff = 1.265(CFS) for 0.600(Ac.) Total runoff = 9.150(CFS) Total area = 4.350(Ac.) Total runoff = 7.464(CFS) Total area = 3.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 99.000 Process from Point/Station 14.000 to Point/Station 99.000 **** SUBAREA FLOW ADDITION **** **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type COMMERCIAL subarea type Runoff Coefficient = 0.873 Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.16 min. Time of concentration = 9.16 min. Rainfall intensity = 2.415(In/Hr) for a 10.0 year storm Rainfall intensity = 2.415(In/Hr) for a 10.0 year storm Subarea runoff = 0.274(CFS) for 0.130(Ac.) Subarea runoff = 1.412(CFS) for 0.670(Ac.) Total runoff = 9.424(CFS) Total area = 4.480(Ac.) Total runoff = 8.876(CFS) Total area = 4.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 99.000 Process from Point/Station 15.000 to Point/Station 99.000 **** SUBAREA FLOW ADDITION **** **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type COMMERCIAL subarea type Runoff Coefficient = 0.873 Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.16 min. Time of concentration = 9.16 min. Rainfall intensity = 2.415(In/Hr) for a 10.0 year storm Rainfall intensity = 2.415(in/Hr) for a 10.0 year storm Subarea runoff = 0.063(CFS) for 0.030(Ac.) Subarea runoff = 0.148(CFS) for 0.070(Ac.) Total runoff = 9.488(CFS) Total area = 4.510(Ac.) Total runoff = 9.024(CFS) Total area = 4.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 99.000 Process from Point/Station 16.000 to Point/Station 99.000 **** SUBAREA FLOW ADDITION **** **** SUBAREA FLOW ADDITION **** Page 3 of 5 Page 4 of 5 COMMERCIAL subarea type Runoff Coefficient = 0.873 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 = 0.100; Impervious fraction = 0.900 Time of concentration = 9.16 min. Rainfall intensity = 2.415(In/Hr) for a 10.0 year storm Subarea runoff = 0.084(CFS) for 0.040(Ac.) Total runoff = 9.572(CFS) Total area = 4.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 99.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.873 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 = 0.100; Impervious fraction = 0.900 Time of concentration = 9.16 min. Rainfall intensity = 2.415(In/Hr) for a 10.0 year storm Subarea runoff = 0.506(CFS) for 0.240(Ac.) Total runoff = 10.078(CFS) Total area = 4.790(Ac.) End of computations, total study area = 4.79 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.106 Area averaged RI index number = 56.0 Page 5 of 5 Slope = 0.01003 s(percent)= 1.00 TC = k(0.336)*[(length^3)/(elevation change)]^0.2 Riverside County Rational Hydrology Program Initial area time of concentration = 9.164 min. Rainfall intensity = 3.697(In/Hr) for a 100.0 year storm CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 MOBILE HOME PARK subarea type Rational Hydrology Study Date: 01/10/20 File:74422rmP100.out Runoff Coefficient = 0.850 ------------------------------------------------------------------------ Decimal fraction soil group A = 0.000 74422 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Pennington Industrial Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Rational Method Hydrology Pervious area fraction = 0.250; Impervious fraction = 0.750 Initial subarea runoff = 0.597(CFS) 100-Year 1-Hour Post Developed Condition Total initial stream area = 0.190(Ac.) ------------------------------------------------------------------------ Pervious area fraction = 0.250 ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 99.000 ------------------------------------------------------------------------ **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Program License Serial Number 6241 Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 ------------------------------------------------------------------------ Decimal fraction soil group B = 1.000 Rational Method Hydrology Program based on Decimal fraction soil group C = 0.000 Riverside County Flood Control 6 Water Conservation District Decimal fraction soil group D = 0.000 1978 hydrology manual RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Time of concentration = 9.16 min. Rainfall intensity = 3.697(In/Hr) for a 100.0 year storm Standard intensity-duration curves data (Plate D-4.1) Subarea runoff = 6.637(CFS) for 2.040(Ac.) For the [ Elsinore-Wildomar ] area used. Total runoff = 7.234(CFS) Total area = 2.230(Ac.) 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 100 year storm 60 minute intensity = 1.500(In/Hr) Process from Point/Station 12.000 to Point/Station 99.000 **** SUBAREA FLOW ADDITION **** Storm event year = 100.0 COMMERCIAL subarea type Calculated rainfall intensity data: Runoff Coefficient t 0.880 1 hour intensity y 1.ation cur) Decimal fraction soil group A = 0.000 Slope of intensity duration curve = 0.4800 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 = 0.100; Impervious fraction = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Time of concentration = 9.16 min. Process from Point/Station 1.000 to Point/Station 2.000 Rainfall intensity = 3.697(in/Hr) for a 100.0 year storm **** INITIAL AREA EVALUATION **** Subarea runoff = 2.342(CFS) for 0.720(Ac.) Total runoff = 9.577(CFS) Total area = 2.950(Ac.) Initial area flow distance = 389.000(Ft.) Top (of initial area) elevation = 75.000(Ft.) Bottom (of initial area) elevation = 71.100(Ft.) ++++++++++++++++++++++++++++++++++++++++++............................ Difference in elevation = 3.900(Ft.) Process from Point/Station 13.000 to Point/Station 99.000 Page 1 of 5 Page 2 of 5 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type COMMERCIAL subarea type Runoff Coefficient = 0.880 Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.16 min. Time of concentration = 9.16 min. Rainfall intensity = 3.697(In/Hr) for a 100.0 year storm Rainfall intensity = 3.697(In/Hr) for a 100.0 year storm Subarea runoff = 0.195(CFS) for 0.060(Ac.) Subarea runoff = 1.952(CFS) for 0.600(Ac.) Total runoff = 14.132(CFS) Total area = 4.350(Ac.) Total runoff = 11.529(CFS) Total area = 3.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 99.000 Process from Point/Station 14.000 to Point/Station 99.000 **** SUBAREA FLOW ADDITION **** **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type COMMERCIAL subarea type Runoff Coefficient = 0.880 Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.16 min. Time of concentration = 9.16 min. Rainfall intensity = 3.697(In/Hr) for a 100.0 year storm Rainfall intensity = 3.697(In/Hr) for a 100.0 year storm Subarea runoff = 0.423(CFS) for 0.130(Ac.) Subarea runoff = 2.180(CFS) for 0.670(Ac.) Total runoff = 14.554(CFS) Total area = 4.480(Ac.) Total runoff = 13.709(CFS) Total area = 4.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 99.000 Process from Point/Station 15.000 to Point/Station 99.000 **** SUBAREA FLOW ADDITION **** **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type COMMERCIAL subarea type Runoff Coefficient = 0.880 Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.16 min. Time of concentration = 9.16 min. Rainfall intensity = 3.697(In/Hr) for a 100.0 year storm Rainfall intensity = 3.697(in/Hr) for a 100.0 year storm Subarea runoff = 0.098(CFS) for 0.030(Ac.) Subarea runoff = 0.228(CFS) for 0.070(Ac.) Total runoff = 14.652(CFS) Total area = 4.510(Ac.) Total runoff = 13.936(CFS) Total area = 4.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 99.000 Process from Point/Station 16.000 to Point/Station 99.000 **** SUBAREA FLOW ADDITION **** **** SUBAREA FLOW ADDITION **** Page 3 of 5 Page 4 of 5 COMMERCIAL subarea type Runoff Coefficient = 0.880 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 = 0.100; Impervious fraction = 0.900 Time of concentration = 9.16 min. Rainfall intensity = 3.697(In/Hr) for a 100.0 year storm Subarea runoff = 0.130(CFS) for 0.040(Ac.) Total runoff = 14.782(CFS) Total area = 4.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 99.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.880 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 = 0.100; Impervious fraction = 0.900 Time of concentration = 9.16 min. Rainfall intensity = 3.697(In/Hr) for a 100.0 year storm Subarea runoff = 0.781(CFS) for 0.240(Ac.) Total runoff = 15.563(CFS) Total area = 4.790(Ac.) End of computations, total study area = 4.79 (Ac.) The following figures may be used for a unit hydrograph study of the same area. 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',�" f \ I/ - Arrnovco. ri'� "`.,_..J : _�,r�"i �,' � ,} i.' 0 •.1. 4 r,. �. w:. -�\ :�5�) -, �.."a .t/� t. �ram+ s.' � 1!Q '>.t� L„ r �"}` a� `�♦_ cN.Gx.o ev: . - :'^ /9 _+;+:- '. n °." -:+rr naa Y t - �' ,.�.t� n rtin� _ Z-,' _ Z_) ✓su� .,i/ \ 0 K =On.No,° once o,nwN: PLATE D-4.4 USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of N RCS Agriculture and other Western Riverside Federal agencies, State Natural agencies including the Area, California Resources Agricultural Experiment Conservation Stations, and local Service participants Pennington Industrial n _ O r JT F -f 0 8.000 ft . . January 8, 2019 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres)or your NRCS State Soil Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice)or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................ 11 MapUnit Descriptions.........................................................................................11 Western Riverside Area, California.................................................................13 GaA—Garretson very fine sandy loam, 0 to 2 percent slopes.................... 13 GdC—Garretson gravelly very fine sandy loam, 2 to 8 percent slopes.......14 References............................................................................................................16 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 3 Custom Soil Resource Report 3 o Soil Map N 468840 468870 468900 468930 468960 468990 469020 469050 469080 469110 469140 469170 33°41'2"N 33°41'2"N w ♦ � w ♦ ♦ • 44 M J / � q n A r M M , f Ak e M Ml Map slid t thi al A 33°40'55"N �I � �\ A •• 33°40'55"N 468840 468870 468900 468930 468960 468990 469020 469050 469080 469110 469140 469170 3 3 o �o o Map Scale:1:1,620 if printed on A landscape(11"x 8.5")sheet. Meters N 0 20 40 80 120 Feet 0 50 100 200 300 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:L TM Zone 11N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) ig Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:15,800. Q Stony Spot Soils Very Stony Spot 0 Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. ,. Wet Spot 60 Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause p other misunderstanding of the detail of mapping and accuracy of soil p Soil Map Unit Points 9 pp� 9 Y .• Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed V Blowout Water Features scale. -_- Streams and Canals Borrow Pit Transportation Please rely on the bar scale on each map sheet for map Clay Spot 1-114 Rails measurements. Q Closed Depression .%/ Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service .r US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) ® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the 41& Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more eR► Mine or quarry accurate calculations of distance or area are required. Miscellaneous Water This product is generated from the USDA-NRCS certified data as Q Perennial Water of the version date(s)listed below. y Rock Outcrop Soil Survey Area: Western Riverside Area,California + Saline Spot Survey Area Data: Version 11,Sep 12,2018 Sandy Spot Soil map units are labeled (as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Feb 24,2015—Feb Slide or Slip 26,2015 Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI GaA Garretson very fine sandy loam, 3.3 71.1% 0 to 2 percent slopes GdC Garretson gravelly very fine 1.3 28.9% sandy loam,2 to 8 percent slopes Totals for Area of Interest 4.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the 11 Custom Soil Resource Report development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Western Riverside Area, California GaA—Garretson very fine sandy loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: hcv1 Mean annual precipitation: 12 to 25 inches Mean annual air temperature: 61 to 64 degrees F Frost-free period: 220 to 280 days Farmland classification: Prime farmland if irrigated Map Unit Composition Garretson and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Garretson Setting Landform: Alluvial fans Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium derived from metasedimentary rock Typical profile H1 - 0 to 10 inches: very fine sandy loam H2- 10 to 60 inches: loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 9.0 inches) Interpretive groups Land capability classification (irrigated): 1 Land capability classification (nonirrigated): 3c Hydrologic Soil Group: B Ecological site: LOAMY (1975) (R019XD029CA) Hydric soil rating: No Minor Components Arbuckle Percent of map unit: 5 percent Hydric soil rating: No Perkins Percent of map unit: 5 percent 13 Custom Soil Resource Report Hydric soil rating: No Cortina Percent of map unit: 5 percent Hydric soil rating: No GdC—Garretson gravelly very fine sandy loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: hcv5 Elevation: 50 to 3,000 feet Mean annual precipitation: 12 to 25 inches Mean annual air temperature: 61 to 64 degrees F Frost-free period: 250 to 350 days Farmland classification: Prime farmland if irrigated Map Unit Composition Garretson and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Garretson Setting Landform: Alluvial fans Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium derived from metasedimentary rock Typical profile H1 - 0 to 10 inches: gravelly very fine sandy loam H2- 10 to 53 inches: gravelly loam H3- 53 to 72 inches: loam Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 7.4 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B 14 Custom Soil Resource Report Ecological site: LOAMY (1975) (R019XD029CA) Hydric soil rating: No Minor Components Cortina Percent of map unit: 5 percent Hydric soil rating: No Arbuckle Percent of map unit: 5 percent Hydric soil rating: No Perkins Percent of map unit: 5 percent Hydric soil rating: No 15 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 16 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf 17 APPENDIX CITY OF LAKE ELSINORE DETENTION CALCULATIONS DETENTION VOLUME CALCULATIONS FOR 10-YR 6-AND 24-HOUR EVENTS USING NRCS TR-55 74422 SS&OZ lob By BCK: By: BCK PLANNING ENGINEERING SURVEYING Date: 1-15-2020 Sheet: 1 of 1 NRCS TR-55 method is utilized below(TR-55 approved per RC),attached. City requires greater of 10-yr 6-or 24-hr event mitigation(post-pre)volume analysis. Precipitation depths from 10-yr 6-&24-hr events per NOAA at project site location,attached. Existing site imperviousness is 0.00%. Existing site cover is Barren/graded per RCFC and Falow/Bare per TR-55. Proposed site cover is Commercial per RCFC and Commercial per TR-55. Hydrologic Soil Group(HSG)per NRCS Soils Report,attached. Runoff Index(Curve)Nos.are most conservative of: 1)Plates D-5.5&D-5.6 of RCFC Hydro Mnl& 2)Tables 2-2a&2-2c of TR-55, pp.2-5&2-6. Runoff volume=runoff depth,Q,in inches(per Eq.2-3 of TR-55, p.2-1),multiplied by Site Area(A). After precip stops,detention will fully drain via water quality wetlands device at Qbmp 0.625(max)cfs in 4-12 hours. City Detention (10x6/10x24) Calcs to Determine Detention Volume for Site Property (A) (B) (C) (D) Whole Whole Whole Whole Whole Site Site Site Site Site Ex Prop Exist Prop Detention NRCS Cond. Cond. Cond. Cond. Volume Hydro- Runoff Runoff Storm Storm Required logic Index Index Event Event Mitigation is Storm Precip Site Site Soil Curve Curve Runoff Runoff Volume Greatest Event Depth Area Area Group No. No. Volume Volume [(C)-(B)] of(D) (in) (sf) (ac) (cf) (cf) (cf) (cf) 10-yr 6-hr 1.95 208,639 4.79 B 86 92 14,106 20,731 6,624 10,153 10-yr 24-hr 4.22 208,639 4.79 B 86 92 47,750 57,903 10,153 Pipe Diam Length Area Volume (in) (ft) (sf) (cf) 30 343.8 4.91 1688 24 2562 3.14 8045 18 399.4 1.77 707 12 30 1 0.79 1 24 Volume provided behind weir:1 10,463 Chapter 2 Estimating Runoff SCS runoff curve number method Factors considered in determin - ing runoff curve numbers The SCS Runoff Curve Number(CN)method is de- scribed in detail in NEH-4(SCS 1985).The SCS runoff The major factors that determine CN are the hydro- equation is logic soil group(HSG),cover type,treatment,hydro- _ 2 logic condition,and antecedent runoff condition (P—Ia) (ARC).Another factor considered is whether impervi- Q (P—la)+S [eq. 2-1] ous areas outlet directly to the drainage system(con- nected)or whether the flow spreads over pervious where areas before entering the drainage system(uncon- nected).Figure 2-2 is provided to aid in selecting the Q =runoff(in) appropriate figure or table for determining curve P =rainfall(m) numbers. S =potential maximum retention after runoff begins(in)and CN's in table 2-2(a to d)represent average antecedent Ia =initial abstraction(in) runoff condition for urban,cultivated agricultural, other agricultural,and and and semiarid rangeland Initial abstraction(Ia)is all losses before runoff uses.Table 2-2 assumes impervious areas are directly begins.It includes water retained in surface depres- connected.The following sections explain how to sions,water intercepted by vegetation,evaporation, determine CN s and how to modify them for urban and infiltration.Ia is highly variable but generally is conditions. correlated with soil and cover parameters.Through studies of many small agricultural watersheds,Ia wasHydrologic soil groups found to be approximated by the following empirical equation: Infiltration rates of soils vary widely and are affected Ia =0.2S [eq. 2-2] by subsurface permeability as well as surface intake rates. Soils are classified into four HSG's(A,B, C,and By removing Ia as an independent parameter,this D)according to their minimum infiltration rate,which approximation allows use of a combination of S and P is obtained for bare soil after prolonged wetting. to produce a unique runoff amount. Substituting Appendix A defines the four groups and provides a list equation 2-2 into equation 2-1 gives: of most of the soils in the United States and their group classification.The soils in the area of interest (P—0.25)2 may be identified from a soil survey report,which can Q= [eq. 2-3](P+0.85) be obtained from local SCS offices or soil and water conservation district offices. S is related to the soil and cover conditions of the watershed through the CN. CN has a range of 0 to 100, Most urban areas are only partially covered by imper- and S is related to CN by: vious surfaces:the soil remains an important factor in runoff estimates.Urbanization has a greater effect on S=1000_10 [eq. 2-4] runoff in watersheds with soils having high infiltration CN rates(sands and gravels)than in watersheds predomi- nantly of silts and clays,which generally have low Figure 2-1 and table 2-1 solve equations 2-3 and 2-4 infiltration rates. for a range of CN's and rainfall. Any disturbance of a soil profile can significantly change its infiltration characteristics.With urbaniza- tion,native soil profiles may be mixed or removed or fill material from other areas may be introduced. Therefore,a method based on soil texture is given in appendix A for determining the HSG classification for disturbed soils. (210-VI-TR-55,Second Ed.,June 1986) 2-1 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2a Runoff curve numbers for urban areas ii Curve numbers for ------------------- Cover description --------------------- ------hydrologic soil group------- Average percent Cover type and hydrologic condition impervious area v A B C D Fully developed urban areas (vegetation established) Open space(lawns,parks,golf courses,cemeteries,etc.)3i: Poor condition(grass cover<500/6).......................................... 68 79 86 89 Fair condition(grass cover 50%to 750/6) .................................. 49 69 79 84 Good condition(grass cover>759/6)......................................... 39 61 74 80 Impervious areas: Paved parking lots,roofs,driveways,etc. (excluding right-of-way)............................................................. 98 98 98 98 Streets and roads: Paved;curbs and storm sewers(excluding right-of-way) ................................................................................ 98 98 98 98 Paved;open ditches(including right-of-way).......................... 83 89 92 93 Gravel(including right-of-way)................................................. 76 85 89 91 Dirt(including right-of-way)...................................................... 72 82 87 89 Western desert urban areas: Natural desert landscaping(pervious areas only)_v..................... 63 77 85 88 Artificial desert landscaping(impervious weed barrier, desert shrub with 1-to 2-inch sand or gravel mulch and basin borders)...................................................................... 96 96 96 96 Urban districts: Commercial and business................................................................. 85 89 92 94 95 Industrial............................................................................................. 72 81 88 91 93 Residential districts by average lot size: 1/8 acre or less(town houses).......................................................... 65 77 85 90 92 1/4 acre ................................................................................................ 38 61 75 83 87 1/3 acre ................................................................................................ 30 57 72 81 86 1/2 acre ................................................................................................ 25 54 70 80 85 1 acre ................................................................................................... 20 51 68 79 84 2 acres.................................................................................................. 12 46 65 77 82 Developing urban areas Newly graded areas (pervious areas only,no vegetation)5i................................................................ 77 86 91 94 Idle lands(CN's are determined using cover types similar to those in table 2-2c). 1 Average runoff condition,and Ia=0.2S. 2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 2-4. 3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space cover type. 4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN=98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas. (210-VI-TR-55,Second Ed.,June 1986) 2-5 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2b Runoff curve numbers for cultivated agricultural lands ii Curve numbers for ------------------------------------- Cover description ----------------------- -------- hydrologic soil group ------- Hydrologic Cover type Treatment v condition 3i A B C D Fallow Bare soil — 77 86 91 94 Crop residue cover(CR) Poor 76 85 90 93 Good 74 83 88 90 Row crops Straight row(SR) Poor 72 81 88 91 Good 67 78 85 89 SR+CR Poor 71 80 87 90 Good 64 75 82 85 Contoured(C) Poor 70 79 84 88 Good 65 75 82 86 C+CR Poor 69 78 83 87 Good 64 74 81 85 Contoured&terraced(C&T) Poor 66 74 80 82 Good 62 71 78 81 C&T+CR Poor 65 73 79 81 Good 61 70 77 80 Small grain SR Poor 65 76 84 88 Good 63 75 83 87 SR+CR Poor 64 75 83 86 Good 60 72 80 84 C Poor 63 74 82 85 Good 61 73 81 84 C+CR Poor 62 73 81 84 Good 60 72 80 83 C&T Poor 61 72 79 82 Good 59 70 78 81 C&T+CR Poor 60 71 78 81 Good 58 69 77 80 Close-seeded SR Poor 66 77 85 89 or broadcast Good 58 72 81 85 legumes or C Poor 64 75 83 85 rotation Good 55 69 78 83 meadow C&T Poor 63 73 80 83 Good 51 67 76 80 1 Average runoff condition,and Ia=0.2S 2 Crop residue cover applies only if residue is on at least 5%of the surface throughout the year. 3 Hydraulic condition is based on combination factors that affect infiltration and runoff,including(a)density and canopy of vegetative areas, (b)amount of year-round cover,(c)amount of grass or close-seeded legumes,(d)percent of residue cover on the land surface(good>20%), and(e)degree of surface roughness. Poor:Factors impair infiltration and tend to increase runoff. Good:Factors encourage average and better than average infiltration and tend to decrease runoff. 2-6 (210-VI-TR-55,Second Ed.,June 1986) Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2c Runoff curve numbers for other agricultural lands ii Curve numbers for ------------------------------- Cover description ------------------------- -------- hydrologic soil group------- Hydrologic Cover type condition A B C D Pasture,grassland,or range—continuous Poor 68 79 86 89 forage for grazing.2i Fair 49 69 79 84 Good 39 61 74 80 Meadow—continuous grass,protected from — 30 58 71 78 grazing and generally mowed for hay. Brush—brush-weed-grass mixture with brush Poor 48 67 77 83 the major element.3/ Fair 35 56 70 77 Good 30_v 48 65 73 Woods—grass combination(orchard Poor 57 73 82 86 or tree farm).5i Fair 43 65 76 82 Good 32 58 72 79 Woods.61 Poor 45 66 77 83 Fair 36 60 73 79 Good 30_v 55 70 77 Farmsteads—buildings,lanes,driveways, — 59 74 82 86 and surrounding lots. 1 Average runoff condition,and I.=0.25. 2 Poor: <50%)ground cover or heavily grazed with no mulch. Fair: 50 to 75%ground cover and not heavily grazed. Good: >75%ground cover and lightly or only occasionally grazed. 3 Poor: <50%ground cover. Fair: 50 to 75%ground cover. Good: >75%ground cover. 4 Actual curve number is less than 30;use CN=30 for runoff computations. 5 CN's shown were computed for areas with 501/6 woods and 50%grass(pasture)cover.Other combinations of conditions may be computed from the CN's for woods and pasture. 6 Poor: Forest litter,small trees,and brush are destroyed by heavy grazing or regular burning. Fair: Woods are grazed but not burned,and some forest litter covers the soil. Good: Woods are protected from grazing,and litter and brush adequately cover the soil. (210-VI-TR-55,Second Ed.,June 1986) 2-7 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2d Runoff curve numbers for and and semiarid rangelands i/ Curve numbers for -------------------------------- Cover description --------------------------- -------- hydrologic soil group ------ Hydrologic Cover type condition?/ A 3/ B C D Herbaceous—mixture of grass,weeds,and Poor 80 87 93 low-growing brush,with brush the Fair 71 81 89 minor element. Good 62 74 85 Oak-aspen—mountain brush mixture of oak brush, Poor 66 74 79 aspen,mountain mahogany,bitter brush,maple, Fair 48 57 63 and other brush. Good 30 41 48 Pinyon-juniper—pinyon,juniper,or both; Poor 75 85 89 grass understory. Fair 58 73 80 Good 41 61 71 Sagebrush with grass understory. Poor 67 80 85 Fair 51 63 70 Good 35 47 55 Desert shrub—major plants include saltbush, Poor 63 77 85 88 greasewood,creosotebush,blackbrush,bursage, Fair 55 72 81 86 palo verde,mesquite,and cactus. Good 49 68 79 84 1 Average runoff condition,and Ia,=0.25.For range in humid regions,use table 2-2c. 2 Poor: <30%ground cover(litter,grass,and brush overstory). Fair: 30 to 70%ground cover. Good: >70%ground cover. 3 Curve numbers for group A have been developed only for desert shrub. 2-8 (210-VI-TR-55,Second Ed.,June 1986) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II Cover Type (3) Quality of Soil Group Cover (2) A B I C D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc. ) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C Ik W C D RUNOFF INDEX NUMBERS 1-J`IDR�JL�J' GY 1�/JA NUAL FOR PERVIOUS AREA PLATE D-5.5 0 of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II Cover Type (3) Quality of Soil Group Cover (2) A B I C D AGRICULTURAL COVERS (cont. ) - Legumes, Close Seeded Poor 66 77 85 89 (Alfalfa, sweetclover, timothy, etc.) Good 58 72 81 85 Orchards, Deciduous See Note 4 (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen Poor 57 73 82 86 (Citrus, avocados, etc.) Fair 44 65 77 82 Good 33 58 72 79 Pasture, Dryland Poor 67 78 86 89 (Annual grasses) Fair 50 69 79 84 Good 38 61 74 80 Pasture, Irrigated Poor 58 74 83 87 (Legumes and perennial grass) Fair 44 65 77 82 Good 33 58 72 79 Row Crops Poor 72 81 88 91 (Field crops - tomatoes, sugar beets, etc.) Good 67 78 85 89 Small Grain Poor 65 76 84 88 (Wheat, oats, barley, etc. ) Good 63 75 83 87 Vineyard See Note 4 Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor-Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair-Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good-Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C-2 for a detailed description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C-2. 5. Reference Bibliography item 17. R C F C a w C D RUNOFF INDEX NUMBERS J-JYDROLOGY J\/JANUAL FOR PERVIOUS AREA Wma PLATE D-5.5 (2 of 2) ACTUAL IMPERVIOUS COVER Recommended Value Land Use (1) Range-Percent For Average Conditions-Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (:� Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown 80 -100 90 Business or Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. R C F C Ik W C D IMPERVIOUS COVER rJYDROLO�Y 1�/MANUAL FOR DEVELOPED AREAS PLATE D-5.6 Pennington Industrial A ! \ dot e � • 1, f Z �r w ♦ y � A� Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.6833&... NOAA Atlas 14,Volume 6,Version 2 Location name: Lake Elsinore,California,USA* Latitude:33.6833°, Longitude:-117.3344' Elevation: 1277.2 ft** source:ESRI Maps source:USGS M POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica,Sarah Dietz,Sarah Heim,Lillian Hiner,Kazungu Maitaria,Deborah Martin,Sandra Pavlovic, Ishani Roy,Carl Trypaluk,Dale Unruh,Fenglin Yan,Mchael Yekta,Tan Zhao,Geoffrey Bonnin,Daniel Brewer,Li-Chuan Chen,Tye Parzybok,John Yarchoan NOAA,National Weather Service,Silver Spring,Maryland PF-tabular I PF_graphical I Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90%confidence intervals (in inches)1 Average recurrence interval(years) 1 2 5 10 25 50 100 200 500 1000 0.110 0.149 0.182 0.228 0.264 0.302 0.342 0.398 0.443 0-081 Es (0.068-0.098) (0.092-0.133) (0.124-0.180) (0.150-0.222) (0.182-0.288) (0.206-0.341) (0.230-0.401) (0.253-0.467) (0.281-0.568) (0.302-0.656) 10-min 0.116 0.158 0.214 0.261 0.326 0.378 0.433 0.490 0.570 0.634 (0.097-0.140) (0.132-0.190) (0.178-0.259) (0.216-0.318) (0.261-0.413) (0.296-0.489) (0.329-0.574) (0.362-0.670) (0.403-0.814) (0.433-0.940) 15-min 0.141 0.191 0.258 0.315 0.395 0.458 0.523 0.593 0.690 0.767 (0.118-0.169) (0.160-0.230) (0.216-0.313) (0.261-0.385) (0.315-0.499) (0.357-0.592) (0.398-0.694) (0.438-0.810) (0.488-0.985) (0.523-1.14) 30-min 0.217 0.295 0.399 0.487 0.609 0.707 0.808 0.915 1.07 1.19 (0.182-0.262) (0.247-0.355) (0.333-0.483) (0.403-0.594) (0.487-0.771) (0.552-0.914) (0.615-1.07) (0.676-1.25) (0.753-1.52) (0.808-1.76) 60-min 0.349 0.473 0.641 0.781 0.978 1.13 1.30 1.47 1.71 1.90 (0.292-0.420) (0.396-0.571) (0.535-0.775) (0.646-0.954) (0.781-1.24) (0.886-1.47) (0.987-1.72) (1.09-2.01) 1 (1.21-2.44) 1 (1.30-2.82) 2-hr 0.538 0.698 0.916 1.10 1.36 1.57 1.78 2.01 2.33 2.59 (0.451-0.648) (0.585-0.843) (0.765-1.11) (0.910-1.34) 1 (1.09-1.72) 1 (1.36-2.36) (1.49-2.75) (1.65-3.33) (1.77-3.84) 3-hr 0.672 0.865 1.13 1.35 1.65 1.90 2.15 2.42 2.80 3.10 (0.563-0.810) (0.724-1.04) (0.940-1.36) 1 (1.11-1.64) 1 (1.32-2.09) 1 (1.48-2.45) 1 (1.64-2.86) (1.79-3.31) (1.98-4.00) (2.12-4.60) 6-hr 0.967 1.25 1.64 1.95 2.39 1 2.73 1 F-3-.08- -3-.45- -596- -4-.37-1 (0.811-1.17) 1 (1.05-1.51) (1.37-1.98) (1.62-2.38) (1.91-3.02) 11 (2.13-3.53) 1 (2.35-4.09) 1 (2.55-4.72) 1 (2.80-5.66) 1 (2.98-6.47) 12-hr 1.25 1.72 2.31 2.79 3.43 3.91 4.40 4.88 5.53 6.03 (1.05-1.51) 1 (1.44-2.07) 1 (1.93-2.80) 1(2.31-3.41) 1 (2.74-4.34) (3.06-5.06) 1 (3.35-5.83) 1 (3.61-6.68) 1 (3.91-7.90) (4.11-8.93) 24-hr 1.64 2.44 3.44 4.22 - 5.97 6.69 7.40 8.33 9.02 (1.45-1.90) (2.16-2.82) (3.03-3.98) (3.69-4.93) (4.42-6.30) (4.95-7.34) (5.42-8.43) (5.84-9.58) (6.31-11.2) (6.61-12.6) 2-day 1.96 3.04 4.39 5.44 6.81 7.82 8.80 9.78 11.0 12.0 (1.73-2.26) (2.68-3.51) (3.86-5.08) (4.75-6.35) (5.76-8.21) 1 (6.48-9.62) 1 (7.13-11.1) 1 (7.71-12.7) 1 (8.37-14.9) (8.79-16.7) 3-day 2.14 3.37 4.92 6.14 7.74 8.93 10.1 11.3 12.8 13.9 (1.89-2.47) (2.98-3.89) (4.33-5.70) (5.37-7.18) (6.55-9.34) (7.41-11.0) (8.18-12.7) (8.88-14.6) (9.69-17.2) (10.2-19.4) 4-day (2.04 2167) (3.4-4.24) (4.5 6925) (5.91 7689) (7.5---10.3) (8.2---12.2) (9.12-4.2) (9.93-16.3) (1 9-9.4) (11 55 1.9) 7-day 2.63 4.14 6.12 7.72 9.89 11.6 13.2 15.0 17.3 19.1 (2.33-3.04) (3.66-4.79) (5.39-7.09) (6.75-9.02) (8.37-11.9) (9.58-14.2) (10.7-16.7) (11.8-19.4) (13.1-23.3) (14.0-26.6) 10-day 2.78 4.35 6.43 8.14 10.5 12.4Ft4- 16.2 19.0 21.1 (2.46-3.21) (3.84-5.02) 1 (5.66-7.45) 1 (7.12-9.51) 1 (8.90-12.7) (10.3-15.2) (11.6-18.0) 11 (12.8-21.0) 1 (14.4-25.6) 1 (15.5-29.4) 20-day 3.33 5.13 7.59 9.69 12.7 15.1 17.6 20.4 24.3 27.5 (2.95-3.85) (4.53-5.92) (6.68-8.79) 1 (8.47-11.3) 1 (10.7-15.3) (12.5-18.6) (14.3-22.2) 11 (16.1-26.4) 1 (18.4-32.7) (20.1-38.2) 30-day 3.94 5.95 8.78 11.2 14.8 17.7 20.9 24.3 29.3 33.4 (3.49-4.55) (5.26-6.88) (7.73-10.2) 1 (9.81-13.1) 1 (12.5-17.8) 1 (16.9-26.3) (19.2-31.4) 1 (22.2-39.4) (24.5-46.5) 45-day 4.64 6.82 9.93 12.7 16.8 20.2 23.9 28.1 34.2 39.4 (4.10-5.36) (6.02-7.88) (8.74-11.5) 1 (11.1-14.8) 1 (14.2-20.2) 1 (16.7-24.8) 1 (19.4-30.1) 1 (22.1-36.3) 1 (25.9-46.1) 1 (28.9-54.8) 60-day 5.39 7.70 11.1 14.1 18.6 22.4 26.7 31.5 38.6 44.7 (4.76-6.22) (6.80-8.90) (9.74-12.8) (12.3-16.4) (15.7-22.4)] I (21.6-33.6) (24.8-40.7) (29.2-52.0) (32.8-62.3) Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates (for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 1 of 4 2/9/2019, 5:21 PM APPENDIX HYDRAULIC CALCULATIONS P y o last Tomoppow's Slopm ai ' Today.N I Stpuctupes P -- 0 Nyloplast Grate Inlet Capacity Charts These charts are based on equations from the USDOT/FAA Advisory Circular pertaining to Surface Drainage Design, AC No: AC150/5320-5C and the USDOT/FHWA Urban Drainage Design Manual, Hydraulic Engineering Circular No. 22, Third Edition, Publication No. FHWA-NHI-10-009. Certain assumptions have been made, and no two installations will necessarily perform the same way. Safety factors should change with site conditions and is left to the discretion of the design engineer. I - �n4 Nyloplast" 3130 Verona Avenue• Buford, Georgia 30518• (866)888-8479/(770)932-2443• Fax: (770)932-2490 Nyloplast®is a registered trademark of Nyloplast,©2010 Nyloplast June 2012 Nyloplast 12"Standard Grate Inlet Capacity Chart 2.50 2.25 2.00 1.47 cfs capacity 1.75 more than 2x peak flow - PASS 1.50 Ul U 1.25 - U _ lE Q A U 1.00 0.4 cfs largest flow 0.75 is from Area 17 0.50 0.25 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Head(ft) ® - Nyloplast 3130 Verona Avenue•Buford,GA 30518 (866)888-8479/(770)932-2443•Fax:(770)932-2490 ©Nyloplast Inlet Capacity Charts June 2012 Nyloplast 2'x 2'Steel Bar I MAG Grate Inlet Capacity Chart 22.00 20.00 18.00 16.00 14.00 10.9 cfs capacity more than 2x 12.00 peak flow - PASS _a U R 0 10.00 U 8.00 3.3 cfs largest flow (per inlet) is from 1/2 of 6.00 'doll Area 11 4.00 2.00 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Head(ft) ® . Nyloplast 3130 Verona Avenue•Buford,GA 30518 (866)888-8479/(770)932-2443•Fax:(770)932-2490 ©Nyloplast Inlet Capacity Charts June 2012 Weir Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Monday,Jan 20 2020 100-Yr (14.2 cfs) Max Head Over Weir Flow Depth Calc (0.73') Rectangular Weir Highlighted Crest = Broad Depth (ft) = 0.73 Bottom Length (ft) = 8.69 Q (cfs) = 14.20 Total Depth (ft) = 1.00 Area (sqft) = 6.38 Velocity (ft/s) = 2.23 Calculations Top Width (ft) = 8.69 Weir Coeff. Cw = 2.60 Compute by: Known Q Known Q (cfs) = 14.20 Depth (ft) 100-Yr (14.2 cfs) Max Head Over Weir Flow Depth Calc (0.73') Depth (ft) 2.00 2.00 1.50 1.50 1.00 1.00 0.50 0.50 0.00 0.00 -0.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 11 Weir W.S. Length (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Monday,Jan 20 2020 100-Yr (14.2 cfs) 32.53 percent slope Channel Flow Depth Calc (0.12') Rectangular Highlighted Bottom Width (ft) = 8.69 Depth (ft) = 0.12 Total Depth (ft) = 1.00 Q (cfs) = 14.20 Area (sqft) = 1.04 Invert Elev (ft) = 70.90 Velocity (ft/s) = 13.62 Slope (%) = 32.53 Wetted Perim (ft) = 8.93 N-Value = 0.014 Crit Depth, Yc (ft) = 0.44 Top Width (ft) = 8.69 Calculations EGL (ft) = 3.00 Compute by: Known Q Known Q (cfs) = 14.20 Elev (ft) Section Depth (ft) 72.00 1.10 71.50 0.60 71.00 v_ 0.10 70.50 -0.40 70.00 -0.90 0 1 2 3 4 5 6 7 8 9 10 11 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Monday,Jan 20 2020 04 100-Yr (14.2 cfs) 1.00 percent slope Channel Flow Depth Calc (0.34') Rectangular Highlighted Bottom Width (ft) = 8.69 Depth (ft) = 0.34 Total Depth (ft) = 1.00 Q (cfs) = 14.20 Area (sqft) = 2.95 Invert Elev (ft) = 67.81 Velocity (ft/s) = 4.81 Slope (%) = 1.00 Wetted Perim (ft) = 9.37 N-Value = 0.014 Crit Depth, Yc (ft) = 0.44 Top Width (ft) = 8.69 Calculations EGL (ft) = 0.70 Compute by: Known Q Known Q (cfs) = 14.20 Elev (ft) Section Depth (ft) 69.00 1.19 68.50 0.69 v 68.00 0.19 67.50 -0.31 67.00 -0.81 0 1 2 3 4 5 6 7 8 9 10 11 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Monday,Jan 20 2020 100-Yr (14.2 cfs) Chaney 6' wide Pkwy Drain @1.92 prcnt slope Flow Depth Calc (0.36') Rectangular Highlighted Bottom Width (ft) = 6.00 Depth (ft) = 0.36 Total Depth (ft) = 0.42 Q (cfs) = 14.80 Area (sqft) = 2.16 Invert Elev (ft) = 100.00 Velocity (ft/s) = 6.85 Slope (%) = 1.92 Wetted Perim (ft) = 6.72 N-Value = 0.014 Crit Depth, Yc (ft) = 0.42 Top Width (ft) = 6.00 Calculations EGL (ft) = 1.09 Compute by: Known Q Known Q (cfs) = 14.80 Elev (ft) Section Depth (ft) 101.00 1.00 100.75 0.75 100.50 0.50 100.25 0.25 100.00 0.00 99.75 -0.25 0 1 2 3 4 5 6 7 8 Reach (ft) FILE: 74422LineAl00.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 3093 WATER SURFACE PROFILE LISTING Date: 1-20-2020 Time: 9:12:30 74422 Pennington Industrial 100-Year HGL Analysis - Line A ************************************************************************************************************************** ******** Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTIor I.D. I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa11I ZR IType Ch I I I I I I I I I I I I 1000.000 68.310 3.320 71.630 14.20 2.89 .13 71.76 .00 1.27 .00 2.500 .000 .00 0 .0 I_ WALL EXIT I I I I I I I I I I I I 1000.000 68.310 3.320 71.630 14.20 2.89 .13 71.76 .00 1.27 .00 2.500 .000 .00 1 .0 I_ 343.770 .0010 .0009 .29 3.32 .00 1.89 .011 .00 .00 PIPE I I I I I I I I I I I I 1343.770 68.660 3.284 71.944 14.20 2.89 .13 72.07 .00 1.27 .00 2.500 .000 .00 1 .0 I_ JUNCT STR .0000 .0008 .00 3.28 .00 oll .00 .00 PIPE I I I I I I I I I I I I 1346.770 68.660 3.337 71.997 14.20 2.26 .08 72.08 .00 .95 .00 2.000 .000 .00 2 .0 I_ 47.810 .0010 .0007 .03 3.34 .00 1.38 .011 .00 .00 PIPE I I I I I I I I I I I I 1394.580 68.710 3.320 72.030 14.20 2.26 .08 72.11 .00 .95 .00 2.000 .000 .00 2 .0 I_ JUNCT STR .0000 .0006 .00 3.32 .00 oll .00 .00 PIPE I I I I I I I I I I I I 1395.580 68.710 3.386 72.096 10.90 1.73 .05 72.14 .00 .82 .00 2.000 .000 .00 2 .0 I_ 82.500 .0010 .0004 .03 3.39 .00 1.18 .011 .00 .00 PIPE I I I I I I I I I I I I 1478.080 68.790 3.340 72.130 10.90 1.73 .05 72.18 .00 .82 .00 2.000 .000 .00 2 .0 I_ JUNCT STR .0000 .0003 .00 3.34 .00 oll .00 .00 PIPE I I I I I I I I I I I I 1479.580 68.790 3.400 72.190 6.60 1.05 .02 72.21 .00 .63 .00 2.000 .000 .00 2 .0 I_ 42.780 .0009 .0002 .01 3.40 .00 .88 .011 .00 .00 PIPE I I I I I I I I I I I I 1522.360 68.830 3.366 72.196 6.60 1.05 .02 72.21 .00 .63 .00 2.000 .000 .00 2 .0 I_ JUNCT STR .0000 .0015 .00 3.37 .00 .011 .00 .00 PIPE FILE: 74422LineAl00.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 3093 WATER SURFACE PROFILE LISTING Date: 1-20-2020 Time: 9:12:30 74422 Pennington Industrial 100-Year HGL Analysis - Line A ************************************************************************************************************************** ******** Invert I Depth I Water Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. I Elev I Depth I Width IDia.-FTIor I.D. I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I 1524.860 68.830 3.233 72.063 6.60 3.73 .22 72.28 .00 .99 .00 1.500 .000 .00 1 .0 I_ 30.930 .0026 .0028 .09 3.23 .00 1.30 .011 .00 .00 PIPE I I I I I I I I I I I I 1555.790 68.910 3.241 72.151 6.60 3.73 .22 72.37 .00 .99 .00 1.500 .000 .00 1 .0 I_ 167.660 .0025 .0028 .47 3.24 .00 1.34 .011 .00 .00 PIPE I I I I I I I I I I I I 1723.450 69.330 3.316 72.646 6.60 3.73 .22 72.86 .00 .99 .00 1.500 .000 .00 1 .0 I_ 5.000 .0020 .0028 .01 3.32 .00 1.50 .011 .00 .00 PIPE I I I I I I I I I I I I 1728.450 69.340 3.320 72.660 6.60 3.73 .22 72.88 .00 .99 .00 1.500 .000 .00 1 .0 I_ JUNCT STR .0000 .0028 .00 3.32 .00 oll .00 .00 PIPE I I I I I I I I I I I I 1729.450 69.340 3.323 72.663 6.60 3.73 .22 72.88 .00 .99 .00 1.500 .000 .00 1 .0 _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ I_ FILE: 74422LineB100.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 3093 WATER SURFACE PROFILE LISTING Date: 1-20-2020 Time: 9:21:40 74422 Pennington Industrial 100-Year HGL Analysis - Line B ************************************************************************************************************************** ******** Invert Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/Base WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. I Elev I Depth I Width IDia.-FTIor I.D. I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa11I ZR IType Ch I I I I I I I I I I I I 2000.000 68.710 3.353 72.063 3.30 4.20 .27 72.34 .00 .78 .00 1.000 .000 .00 1 .0 I_ 32.980 .0024 .0061 .20 3.35 .00 1.00 .011 .00 .00 PIPE I I I I I I I I I I I I I 2032.980 68.790 3.476 72.266 3.30 4.20 .27 72.54 .00 .78 .00 1.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- FILE: 74422LineCl00.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 3093 WATER SURFACE PROFILE LISTING Date: 1-20-2020 Time: 9:22:10 74422 Pennington Industrial 100-Yr HGL Analysis - Line C ************************************************************************************************************************** ******** Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. I Elev I Depth I Width IDia.-FTIor I.D. I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa11I ZR IType Ch I I I I I I I I I I I I 3000.000 68.790 3.370 72.160 4.30 2.43 .09 72.25 .00 .79 .00 1.500 .000 .00 1 .0 I_ 121.770 .0025 .0012 .15 3.37 .00 .92 .011 .00 .00 PIPE I I I I I I I I I I I I 3121.770 69.090 3.216 72.306 4.30 2.43 .09 72.40 .00 .79 .00 1.500 .000 .00 1 .0 I_ JUNCT STR .0000 .0008 .00 3.22 .00 oll .00 .00 PIPE I I I I I I I I I I I I 3123.770 69.090 3.312 72.402 2.30 1.30 .03 72.43 .00 .57 .00 1.500 .000 .00 1 .0 I_ 78.000 .0026 .0003 .03 3.31 .00 .63 .011 .00 .00 PIPE I I I I I I I I I I I I 3201.770 69.290 3.138 72.428 2.30 1.30 .03 72.45 .00 .57 .00 1.500 .000 .00 1 .0 I_ JUNCT STR .0000 .0003 .00 3.14 .00 .011 .00 .00 PIPE I I I I I I I I I I I I 3202.770 69.290 3.139 72.429 2.30 1.30 .03 72.45 .00 .57 .00 1.500 .000 .00 1 .0 _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ I_ Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Jan 16 2020 Small Parkway Drain (1 of 3, 4-inch pipes, each at g100 of 0.2 cfs) Circular Highlighted Diameter (ft) = 0.33 Depth (ft) = 0.21 Q (cfs) = 0.200 Area (sqft) = 0.06 Invert Elev (ft) = 100.00 Velocity (ft/s) = 3.47 Slope (%) = 1.88 Wetted Perim (ft) = 0.61 N-Value = 0.012 Crit Depth, Yc (ft) = 0.26 Top Width (ft) = 0.32 Calculations EGL (ft) = 0.40 Compute by: Known Q Known Q (cfs) = 0.20 Elev (ft) Section 101.00 100.75 100.50 100.25 100.00 99.75 0 1 Reach (ft) I Z�I O(v p cck( �R i I � S (ONE) CR/ (G4)---_-- -(ONE) E) (ONE) 4j\----( - --(04)-----(134)-----( ---(134)---- (04)-----(G4)---- (G2) .. (S )-- (S8) ---(se )-----(S8)-----(S2) ---(S8)— --(se)-----(S8)---- (S8)-----(S2) ----(S8)-----(S2)— Q,'S'40 +�j' -- -- — (ss) — —(s a)— -- (ssa)---- (ssa)-- --(ssa)-- 1 sa)-----cs 11 --(ssa)---- (S5a)---- sa)-----(ssa)--- �qsr E2r -(w1E) (w z� ( 10) -- 6—(w1o) —— —(wto)--- �N INITIAL ----( INITIAL --cw1o)-----w1o)-----(w1o)-----(w1o)— ---(w1o)— �ITE (ED O) RFD) (ED) CANYON ( )--- —(E)---- CHANNEL (R/W) 1� VICINITY MAP (1278.5) 7HOMAS BROS. PAGE 866 EG N GRID D3 I ci N 2 7 8) n I (1278) \ I� Q277) I I II I I I 1 ti II I II L=411' I I 3 I o JI I i I N APN J77-160-014 PENNINGTON l W L=546' INDUSTRIAL OWNER a j 4.8 ACRES PENNIN INDUSTRIAL LLC clo TOLDLD CORPORATION, MANAGER 621 VIA ALONDRA, SUITE 602 j 7.0 cfs 010 CAMARILLO, CA 93012 y ATIN: ROD OSHITA g cn 11.4 cfs Ow � PHONE: 370-939-7102 WN LEGEND Z I I Q PROJECT BOUNDARY I II _ _ — DRAINAGE SUB AREA BOUNDARY m III �( � I I y y D/RECA�V�SURFACE DRAINAGE r I Q HYDRAULIC FLOW LENGTH 2 RATIONAL METHOD NODE NUMBER '3 riR� 2 2.1AREA IN ACRES TRIBUTARY TO NODE 3.1 —10-YR FLOW AT NODE IN CFS 2.1 3.1 $,1 —100-)R FLOW AT NODE IN CFS 5.1 EG I ^" O 2 r/�j4j 2.7 �I 3.9 az75) W N - V 6.3 o 0 I N 3 1269.5) (1274) � I II ti I 111 3 N GRAPHIC SCALE o N o 3 Iv JO, 0 s0' sa' 90' EXISTING DRAINAGE MAP " II j PENNINGTON � �-,� o INDUSTRIAL PARK Ij ? 3990 uffigo,n Road, ENGINEERING z,3t 0120 URVEtlNG SHEET 1 OF 1 858-560-1141 858-560-8157 Fax 2-27-2019 74420.25 e° oe � of q� r 15\ � P � P + �e sA�er ([tryT-v- - �_v iZ--,v,��-v_ �c-v-_�,� CANV SITE z3 ,z^ �� 2� ti2 25 ti2 - - - 2s MINTH01�17V STR� ti2 �2 �� VICINITY MAP -� O -- ,- - - o \ / 1276>- THOMAS BROS. PAGE 866 277� GRID D3 IN �Rl _ AREA OA7 15 ACC: 1276 A i� 0.2 ef.Q. \ vSIMON GN 0.19 AC 276 )' I I { � NODE 1 ��r + INITIAL � _ \ 75.0 FG �'� � ) Pc�Q 1 i s li r pA` �I AREA 11 ADDED: Ars o,6 AADnc°: 2.04 AC 0.1°n - I BLDG 2 4.3 cfs Q10 BLDG 3 �� 1275.00 FF 6.6 Cfs Q10o 1276.65 FF ' ti NODE 2 I ( y oFL s1 n gi000 LINE A T PENNINGTON 2 I INDUSTRIAL N ' +1- 4.8 ACRES �I� PY) W 10.1 cfs 010 - APN 11 I N N ry 'N 15.6 cfs 0100 �js F�F II 377-160-014 L I OWNER FAIRWAY COMMERCIAL PARTNERS INC. 1601 N. SUPELVEDA BLVD. f401 MANHATTAN BEACH, CA 90266 PHONE: (310) 939-7102 CONTACT. ROD K. OSHITA LINE C 27 11 11 1 11 111r DRAIN PLAN \ I AREA 20 ADDEI: ® ® �®-' FOR UDG LEGEND \ D.zA Ac 1 1 1 1 1 110-YEAR II' DE7EN77ON < 7YYY �a� ,273 YSTEM y PROJECT BOUNDARY SETS INI77AL DRAINAGE AREA BOUNDARY � ) LINE A 111 - - - - - AREA ADDED BOUNDARY DIREC77ON OF SURFACE DRAINAGE AREA 12 ADDED: AREA 13 ADDED: IMS !�� 12712 ..AREA 14 ADDED: � 0.60 AC 0.72 AC � 1� 0.67 AC f� 1.5 cfs Q10 1.3 Cfs Q10 _1271 1.4 cfs Q10 �r \ 2.3 cfs Q100 2.0 cfs Q100 2.2 cfs Q100 / BLDG 1 r, I 1270 U I 1274.00 FF I f N91S e - ALL WATER DETAINED BELOW WEIR LINE O FLOWS STREET AROUND WEIR F w & THROUGH WATER QUALITY UNIT LINE w PER WOMP REQUIREMENTS. 70.90 RELEASE WEIR CREST ELEVATION. ' M N,0 14.2 CFS IS 100-1R WEIR FLOW RATE NOT INCL SMALL N )„ 111 0 OFFS17E DISCHARGE AREAS(INITIAL AREA &AREA 20). \ �O 100-1'R DEPTH ABOVE 8.7'-WIDE RELEASE WEIR IS 0.75'. �'v ,ti'15 i "�- �� GRAPHIC SCALE II �0 71.63/S 100-TR WATER SURFACE ELEVATION AT WEIR. w AREA/3 AADDED: S� RCFC RATIONAL METHOD ° AREA/9 ADDED:- AREA 18 ADDED: --- - 2 0.04"° A° 274 03 a°b 1 HYDROLOGY MAP 60' 90' 7273 0.1 e/°A. 1273 0.1 s qo 1273 ,273_ .- y 0.2 Q. °�=Q. PENNINGTON INDUSTRIAL �q�v O S. -+I T - _ c n + ° -_ �n1 PLANNING ENGINEERING SURVEYING SHEET 1 OF 1 R 41 3900 Ruffin Road,Suite 120 N S°n Dkg°,1 92123 - -- 858-560-8157 F. FINAL 112012020 74422.65 ° _ _ _ CD CD O O O O ti ti v v CD CD 0 0 Z Z N N N N 0 0 N N 0 0 Z Z zMmm � Z z m m m Z m m m Z D z 47 <0C m n < < 0, INC. o INC.