HomeMy WebLinkAboutTract Map 37928 RGP Hydro StudyFINAL DRAINAGE STUDY
FOR
WINGSWEEP PROPERTY
PLANNING AREA 33A
Tract #37928
Job Number 17883-J
April 16, 2021
APPROVED BY
CITY OF TEMECULA
PUBLIC WORKS
valerie.caragan 01/22/2025
01/22/2025 01/22/2025
01/22/20
FINAL DRAINAGE STUDY
FOR
WINGSWEEP PROPERTY PLANNING AREA 33A
Job Number 17883-J
______________________________________
Brendan Hastie, P.E.
R.C.E. #65809, Exp. 9/21
Prepared for:
Wingsweep Corporation
38445 Overview Rd
Temecula, California 92592
Prepared by:
Rick Engineering Company
Water Resources Division
5620 Friars Road
San Diego, California 92110-2596
(619) 291-0707
April 16, 2021
Prepared by: BH:JR:vs:k/files/Report/17883-J.002
Rick Engineering Company – Water Resources Division 4-16-21
TABLE OF CONTENTS
1.0 INTRODUCTION .................................................................................................................... 1
2.0 HYDROLOGY ......................................................................................................................... 4
3.0 HYDRAULICS ......................................................................................................................... 7
4.0 FLOOD CONTROL DETENTION ANALYSIS ..................................................................... 9
5.0 ROUGH GRADING BASIN .................................................................................................. 10
6.0 CONCLUSION ....................................................................................................................... 11
Appendices:
Appendix 1: FEMA FIRMette
Appendix 2: Hydrologic Backup Information
Appendix 3: Drainage Study Map for Wingsweep PA33A (Pre-Project)
Appendix 4: Drainage Study Map for Wingsweep PA33A (Post-Project)
Appendix 5: Hydrology AES Output (Pre-project & Post-project)
Appendix 6: Inlet Sizing
Appendix 7: Storm Drain Sizing
Appendix 8: Rough Grade Condition CMP Overflow Sizing
Appendix 9: Detention Analysis Results
Prepared by: BH:JR:vs:k/files/Report/17883-J.002
Rick Engineering Company – Water Resources Division 4-16-21
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1.0 INTRODUCTION
1.1 Project Description
This drainage study presents hydrologic and hydraulic analyses for the proposed Wingsweep
Property Planning Area 33A project (herein referred to as the “project”). The project proposes the
development of approximately 10 acres south of Nicolas Road and west of Butterfield Sage Road.
The project consists of 15 residential single-family lots and an associated street. The project is
located in Riverside County, California within the City of Temecula. Please refer to Figure 1:
Vicinity Map located at the end of this section for the project location.
1.2 Drainage Characteristics
The pre-project condition of the site consists of undeveloped area which has been previously mass
graded by others per Mass Grading Plan number LD04-004GR. The majority of the runoff from
the site flows southwest before being collected in a temporary sedimentation basin located in the
southwest corner, discharging to Gertrudis Creek.
In the post-project condition, the project is one (1) major drainage area, Basin 3300, that maintains
the general drainage pattern as pre-project conditions. Onsite runoff will be collected in one (1)
biofiltration basin BMP, replacing the existing sedimentation basin in the southwest corner, before
being discharged to Santa Gertrudis Creek. Pervious sound berms located onsite along the northern
and eastern perimeters of the site have slopes directing runoff away from the site and are
designated as ‘self-treating’ areas. Runoff from the berm located to the north of the site will
discharge into a biofiltration swale along Nicolas Road. Runoff from the berm located to the east
of the site will flow offsite to be collected by storm drain on Butterfield Stage Road.
Prepared by: BH:JR:vs:k/files/Report/17883-J.002
Rick Engineering Company – Water Resources Division 4-16-21
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1.3 FEMA Flood Hazard Zone Information
The water courses around the project have been identified by the Federal Emergency Management
Agency (FEMA) as Zone X. This is an area of ‘Undetermined Flood Hazard’. The project is
shown on the FEMA Flood Insurance Rate Map (FIRM) number 06065C2740G, effective August
28, 2008 and labeled as Zone X. No FEMA submittals are anticipated to be required for this
project. As a reference, a copy of the FEMA FIRMette is provided in Appendix 1 of this report.
The proposed development is anticipated to be outside of the FEMA 100-year floodplain and
floodway hazard area (i.e. – Zone A and Zone AE); therefore, the potential risk associated with
flooding hazard is anticipated to be very minimal.
1.4 Water Quality and Hydromodification Management
A Water Quality Management Plan (WQMP) has been prepared for the project. The report is titled,
“City of Temecula Water Quality Management Plan (WQMP) for Wingsweep PA33A – Tract #
37928,” dated April 16, 2021, or subsequent versions thereof, prepared by Rick Engineering
Company (Job Number 17883-J). The WQMP documents how the project addresses the
requirements regarding permanent stormwater quality and hydromodification management, in
accordance with the stormwater guidance document titled, “City of Temecula Best Management
Practice (BMP) Design Manual, July, 2018.”
Prepared by: BH:JR:vs:k/files/Report/17883-J.002
Rick Engineering Company – Water Resources Division 4-16-21
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Figure 1: Vicinity Map
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Rick Engineering Company – Water Resources Division 4-16-21
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2.0 HYDROLOGY
Hydrologic calculations were computed in accordance with the Riverside County Flood Control
and Water Conservation District - Hydrology Manual, dated April 1978 (manual). The Advanced
Engineering Software (AES) 2014 Rational Method Analysis (Version 21.0) program was used to
perform the hydrologic analysis in this study.
The AES hydrologic model is developed by creating independent node-link models of each interior
drainage basin and linking these sub-models together at confluence points. The program has the
capability to perform calculations for 15 hydrologic processes. These processes are assigned code
numbers that appear in the results. The code numbers and their significances are as follows:
Subarea Hydrologic Processes (Codes)
Code 0: Enter comment
Code 1: Confluence analysis at a node
Code 2: Initial subarea analysis
Code 3: Pipe/Box/Culvert travel time (computer-estimated size)
Code 4: Pipe/Box/Culvert travel time (user-specified size)
Code 5: Open channel travel time
Code 6: Street flow analysis through a subarea
Code 7: User-specified hydrology data at a node
Code 8: Addition of the subarea runoff to main-stream
Code 9: V-Gutter flow through thru subarea
Code 10: Copy main-stream data onto a memory bank
Code 11: Confluence a memory bank with the main-stream memory
Code 12: Clear a memory bank
Code 13: Clear the main-stream
Code 14: Copy a memory bank onto the main-stream memory
Code 15: Hydrologic data bank storage functions
Code 16: User-specified source flow at a node
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Rick Engineering Company – Water Resources Division 4-16-21
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In order to perform the hydrologic analysis; base information for the study area is required. This
information includes the drainage facility locations and sizes, land uses, flow patterns, drainage
basin boundaries, and topographic elevations. Compiled Hydrologic backup is included as
Appendix 2 to this report. The hydrologic workmap for this project is included in Appendix 3 to
this report.
Area
Watersheds were delineated to distinguish areas with similar flow characteristics and hydrologic
properties as well as to determine peak flows at confluence points, existing and proposed storm
drain facilities, and to facilitate hydraulic analyses. Drainage basin boundaries, flow patterns, and
topographic elevations are shown on the hydrologic workmap for the proposed condition, included
in Appendix 4.
Time of Concentration/Intensity
The time of concentration was calculated using AES to determine the intensity for the 100-year
storm events. The rainfall intensity was calculated in AES using the 10 and 60-minute intensity
values for the project site from NOAA Atlas 14 Volume 6. An annotated chart has been included
in Appendix 2.
Runoff Coefficient
The runoff coefficients used for each minor basin were calculated by the AES software based on
the user-entered information of the hydrologic soil group and land use for each basin. The land use
across the project varies from impervious parking lot and walkways to amended landscape. The
percentage of impervious area in each subdrainage area was used to determine the land use entered
within AES. Plate D-5.6 was used to equate ranges of imperviousness to AES land-use
classifications.
Hydrologic soil group data is available for the site through the Natural Resource Conservation
Service (NRCS) Web Soil Survey, showing the majority of the site as Type ‘C’ soil. However, due
to likely compaction resulting from the majority of the site being previously mass graded, Type
‘D’ soils were used to calculate runoff coefficients. In areas where improvements are proposed, the
Prepared by: BH:JR:vs:k/files/Report/17883-J.002
Rick Engineering Company – Water Resources Division 4-16-21
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underlying soils are assumed to be Type ‘D’ due to likely compaction and to also provide a
conservative peak flow rate for the purpose of sizing proposed storm drain pipes and structures.
2.1 Hydrologic Results
The discharges resulting from the 100-year storm event have been calculated for the proposed
condition of the project site. Hydrologic workmaps for the existing and proposed condition project
site have been prepared and can be found in Appendices 3 and 4. Also, hydrologic calculation
backup information has been included in Appendix 2. The AES Rational Method results are
provided in Appendix 5 for the pre-project and post-project condition.
The hydrologic results for the pre- and post-project conditions can be found in Table 2.1. These
results show the project peak flow rates for the storm event before they are detained.
Table 2.1 – Peak 100-yr Flow Rate
Drainage
Basin3
Pre-project1 Post-project1
Time of
Concentration
(minutes)
Total
Area
(Acres)
Peak
Flow
Rate
(cfs)2
Time of
Concentration
(minutes)
Total
Area
(Acres)
Peak
Flow
Rate
(cfs)2
3300 16.3 9.6 20.7 11.0 9.3 26.1
Note:
1: Refer to Appendix 2 for supporting information. . Runoff coefficient is based on the undeveloped cover and single family
residential (1/4-acre), per the 1978 RCFC Hydrology Manual
2: cfs= cubic feet per second.
3: Refer to Appendix 3 and 4 for Drainage Maps
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Rick Engineering Company – Water Resources Division 4-16-21
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3.0 HYDRAULICS
3.1 Hydraulic Methodology and Criteria
The 100-year proposed peak flow rates determined using the Modified Rational Method were used
to determine sizes for the on-site storm drain system and open channels/swales (where applicable).
Additional hydraulic analyses such as proposed inlet sizing were also prepared as part of final
engineering for this project.
3.1.1 Inlet Sizing
Inlets were sized based on RCFC&WCD design standards and have been sized for the 100-year
storm event. Each inlet was sized to provide 100% capture of the flow draining to the inlet. Inlets
were located such that the flow in the street is contained within the right-of-way for the 100-year
storm event. Inlet lengths were verified using the Bentley FlowMaster V8i computer program.
Calculations of minimum inlet lengths are included as Appendix 6 to this drainage study. The
proposed inlet lengths and locations are shown by the development plans for the project.
3.1.2 Storm Drain Sizing
Storm drain pipe sizes were determined based on a normal depth calculation to verify storm drain
capacity based on Manning’s equation.
Q= (1.486/n) A R 2/3 S ½
Where:
Q = Discharge (cfs)
n = Manning’s roughness coefficient
A = Cross-sectional Area of flow (sq. ft.)
R = Hydraulic radius (ft.) (where hydraulic radius is defined as the cross-section area of
flow divide by the wetted perimeter, R= A/P)
S = Slope of pipe (ft./ft.)
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Rick Engineering Company – Water Resources Division 4-16-21
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The Manning’s roughness coefficient “n” of 0.013 was used for the hydraulic calculations. This
value is typically used for reinforced concrete pipe (RCP), polyvinyl chloride (PVC) and high-
density polyethylene pipe (HDPE). To establish preliminary pipe sized, the pipe sizes were
evaluated based on the Rational Method flow rates with a 30% “bump up” sizing factor to account
for hydraulic losses within the system. A summary of preliminary pipe sizes is included with
Appendix 7 for areas of the project that are not being addressed by final engineering plan sets at
this time.
The AES rational method results located in the Appendix 5 of this report may be referenced for
further information concerning pipe flow rates.
3.1.3 Overflow Inlet Sizing
The proposed water quality BMP overflow inlets will be sized for the peak runoff flows produced
by the 100-year storm event. Sizing calculation will be provided to accompany the storm drain
plan set based on the weir or orifice equation.
3.1.4 Energy Dissipater Design
Runoff from the Drainage Basin 3300 will be conveyed to the proposed BMP and outlet to an
existing storm drain system and outfall into the Santa Gertrudis Creek (that was designed and
constructed per another plan set); therefore, no energy dissipation design for the storm drain outfall
is anticipated for this project, other than the BMP energy dissipation design, which will be provide
during the final engineering.
Prepared by: BH:JR:vs:k/files/Report/17883-J.002
Rick Engineering Company – Water Resources Division 4-16-21
9
4.0 FLOOD CONTROL DETENTION ANALYSIS
As described in the introduction of this report, the project proposes one (1) BMP (basin) within
Drainage Basin 3300. In order to mitigate for anticipated increased runoff due to the proposed
development, a flood control detention analysis has been conducted for the 100 year 24 hour
storm event in accordance with County of Riverside requirements. Based on the additional volume
provided within the BMP, it is anticipated that the post-project un-detained peak flow rate will be
mitigated to the pre-project peak flow rate level (equal or less); therefore, an adverse impact to the
downstream storm drain system is not anticipated. The following values were calculated utilizing
Hydrologic Modeling System (HEC-HMS) following guidance supplied by Riverside County
Flood Control (RCFC). Supporting calculations are included with Appendix 9 of this report.
For information regarding the Hydromodification Detention Analysis conducted for the project,
accomplishing detention of up to the 10-year design storm, please refer to the Project Water
Quality Management Plan.
Table 4.1 – Detention Summary for the 100-year Storm Event Discharging to SGC
Storm Event: 100 Year, 24 Hour
Pre-Project
Peak
Flowrate1,2
(cfs)
Undetained
Post-Project
Peak
Flowrate1,2
(cfs)
Detained Post-
Project Peak
Flowrate1,2 (cfs)
PA 33A (Drainage Area 3300) 4.9 5.6 4.2
Note:
1: Calculated utilizing HEC-HMS per RCFC Guidance. Refer to Appendix 9 for supporting
information.
2: cfs= cubic feet per second.
Prepared by: BH:JR:vs:k/files/Report/17883-J.002
Rick Engineering Company – Water Resources Division 4-16-21
10
5.0 ROUGH GRADING BASIN
The permanent biofiltration basin has not been specifically designed to serve as a temporary
Sediment Basins or Sediment Trap; however, it is located at the low point on the site and may be
useful to serve as temporary sediment/storm water collection area during grading of the site. If this
area is used as part of the temporary erosion and sediment control BMP measures, it is important
that it is excavated and restored to the design subgrade elevations prior to installation of permanent
storm water BMP components. The principal outlet for the basin should be selected to convey
100% of the 100-year, 6-hour peak runoff from the drainage area in a mass graded condition
assuming the basin is full, and no incidental detention is provided. The 100-year, 6-hour peak
runoff from the drainage area in a mass graded condition is determined using a runoff coefficient
of 0.70 and assuming a Time of Concentration (Tc) of 10 minutes.
The temporary rough-graded basin will utilize a 48-inch (minimum) corrugated metal pipe (CMP)
riser for the principal outlet. Since the type of outflow through a riser (weir flow or orifice flow)
and the weir coefficient for weir flow vary depending on the amount of head (water depth) over the
riser crest elevation, a spreadsheet was utilized to calculate weir flow and orifice flow at
incremental depths above the riser crest. Weir coefficients were obtained from Figure 9-57,
Relationship of Circular Crest Coefficient C0 to H0/Rs for Different Approach Depths (aerated
nappe) [where H0 is head and Rs is the radius of the riser], from the Design of Small Dams
(United States Department of the Interior Bureau of Reclamation, 1987).
The total depth of the basin should be equal to the addition of the riser height, the head above the
riser crest elevation required to convey 100% of the 100-year, 6-hour peak runoff from the
drainage areas in a mass graded condition, and one foot (min.) of freeboard. Refer to Appendix 8
for a summary of the sizing calculations.
Prepared by: BH:JR:vs:k/files/Report/17883-J.002
Rick Engineering Company – Water Resources Division 4-16-21
11
6.0 CONCLUSION
This drainage study presents the hydrologic and hydraulic analyses for the Wingsweep Property
Planning Area PA33A. Hydrologic calculations were computed in accordance with the Riverside
County Flood Control and Water Conservation District - Hydrology Manual, dated April 1978
(manual). The Advanced Engineering Software (AES) 2014 Rational Method Analysis (Version
21.0) program was used for the rational method modeling in this study. The discharges for the 100-
year storm event have been calculated for proposed condition project site and storm drain sizes
have been determined based on the 100-year peak flow rates. It is understood that the current
drainage pattern is generally consistent with the drainage pattern that existed prior to mass-
grading.
In order to determine the detention volume required to reduce the post-project peak discharge rates
back to the pre-project peak discharge rates at the discharge point, a detention analysis has been
included with this drainage study.
Post-project flows will be treated per regional requirements. Please refer to the Water Quality
Management Plan (WQMP) for the project titled, “Water Quality Management Plan for
Wingsweep Property Planning Area 10,” dated April 16, 2021 (and any revisions thereafter),
prepared by Rick Engineering Company (Job Number 17883J), for more information on water
quality and hydromodification detention.
Appendix 1
FEMA FIRMette
Note: A copy of the FEMA FIRMette is provided in this Appendix for as a reference; however, it
is important to note that the project is outside of the 100-year FEMA
floodplain/floodway limits
USGS The National Map: Orthoimagery. Data refreshed April, 2019.
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250Feet
Ü
117°6'27.85"W
33°32'57.19"N
117°5'50.40"W 33°32'27.21"N
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOODHAZARD AR EAS
Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR
Regulator y Floodway
0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X
Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X
Area with Flood Risk due to Levee Zone D
NO SCREE N Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall
Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect
Coastal Transect BaselineProfile BaselineHydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of StudyJurisdiction Boundar y
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards
The flood hazard information is derived directly from theauthoritative NFHL web ser vices provided by FEMA. This mapwas exported on 4/23/2020 at 9:21:05 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.
This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes.
Legend
OTHER AREAS OFFLOOD HAZARD
OTHER AREAS
GENERALSTRUCTURES
OTHERFEATURES
MAP PANELS
8
1:6,000
B 20.2
The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location.
Appendix 2
Hydrologic Backup Information
Includes:
1. Rainfall Intensity NOAA Atlas 14
2. Hydrologic Soils
3. Typical Pad Detail
4. Land Use Lot Fit Study Map
4/24/2020 Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.5462&lon=-117.1019&data=intensity&units=english&series=pds 1/6
NOAA Atlas 14, Volume 6, Version 2
Location name: Temecula, California, USA*
Latitude: 33.5462°, Longitude: -117.1019°
Elevation: 1198.39 ft**
* source: ESRI Maps
** source: USGS
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, Michael Yekta, Tan Zhao, Geoffrey
Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 1.31
(1.09‑1.57)
1.74
(1.45‑2.09)
2.33
(1.94‑2.81)
2.83
(2.34‑3.44)
3.54
(2.83‑4.48)
4.12
(3.22‑5.32)
4.73
(3.60‑6.26)
5.38
(3.98‑7.34)
6.30
(4.46‑8.99)
7.04
(4.81‑10.4)
10-min 0.936
(0.786‑1.13)
1.24
(1.04‑1.50)
1.67
(1.39‑2.02)
2.03
(1.68‑2.47)
2.54
(2.03‑3.21)
2.95
(2.31‑3.82)
3.39
(2.58‑4.49)
3.86
(2.85‑5.26)
4.52
(3.20‑6.44)
5.05
(3.45‑7.47)
15-min 0.756
(0.632‑0.908)
1.00
(0.840‑1.21)
1.34
(1.12‑1.62)
1.64
(1.36‑1.99)
2.05
(1.64‑2.59)
2.38
(1.86‑3.08)
2.73
(2.08‑3.62)
3.11
(2.30‑4.24)
3.64
(2.58‑5.20)
4.07
(2.78‑6.02)
30-min 0.582
(0.488‑0.700)
0.774
(0.648‑0.932)
1.04
(0.866‑1.25)
1.26
(1.04‑1.54)
1.58
(1.26‑1.99)
1.84
(1.44‑2.37)
2.11
(1.61‑2.79)
2.40
(1.77‑3.27)
2.81
(1.99‑4.01)
3.14
(2.14‑4.65)
60-min 0.444
(0.373‑0.534)
0.590
(0.494‑0.711)
0.790
(0.661‑0.955)
0.961
(0.796‑1.17)
1.20
(0.963‑1.52)
1.40
(1.09‑1.81)
1.61
(1.22‑2.13)
1.83
(1.35‑2.50)
2.14
(1.52‑3.05)
2.39
(1.63‑3.54)
2-hr 0.320
(0.269‑0.386)
0.422
(0.354‑0.509)
0.559
(0.467‑0.676)
0.673
(0.558‑0.820)
0.832
(0.666‑1.05)
0.959
(0.750‑1.24)
1.09
(0.830‑1.44)
1.23
(0.908‑1.68)
1.42
(1.00‑2.02)
1.57
(1.07‑2.32)
3-hr 0.261
(0.219‑0.315)
0.343
(0.288‑0.414)
0.453
(0.378‑0.547)
0.543
(0.450‑0.662)
0.669
(0.535‑0.845)
0.767
(0.600‑0.991)
0.869
(0.662‑1.15)
0.975
(0.722‑1.33)
1.12
(0.794‑1.60)
1.24
(0.844‑1.83)
6-hr 0.187
(0.157‑0.225)
0.245
(0.205‑0.295)
0.321
(0.269‑0.389)
0.385
(0.319‑0.469)
0.472
(0.377‑0.596)
0.539
(0.422‑0.696)
0.608
(0.463‑0.806)
0.680
(0.503‑0.929)
0.778
(0.551‑1.11)
0.855
(0.583‑1.26)
12-hr 0.123
(0.104‑0.149)
0.162
(0.136‑0.196)
0.213
(0.178‑0.258)
0.255
(0.212‑0.311)
0.313
(0.250‑0.395)
0.357
(0.280‑0.462)
0.403
(0.307‑0.534)
0.450
(0.333‑0.614)
0.514
(0.364‑0.733)
0.564
(0.385‑0.834)
24-hr 0.080
(0.071‑0.092)
0.106
(0.094‑0.123)
0.141
(0.124‑0.164)
0.170
(0.148‑0.198)
0.209
(0.177‑0.252)
0.240
(0.199‑0.295)
0.271
(0.220‑0.341)
0.304
(0.240‑0.393)
0.348
(0.264‑0.469)
0.383
(0.281‑0.533)
2-day 0.047
(0.042‑0.055)
0.064
(0.057‑0.074)
0.087
(0.077‑0.101)
0.106
(0.093‑0.124)
0.134
(0.113‑0.161)
0.155
(0.129‑0.191)
0.178
(0.144‑0.224)
0.201
(0.159‑0.261)
0.235
(0.178‑0.316)
0.262
(0.192‑0.364)
3-day 0.033
(0.029‑0.038)
0.046
(0.040‑0.053)
0.063
(0.056‑0.073)
0.078
(0.068‑0.091)
0.099
(0.084‑0.120)
0.117
(0.097‑0.143)
0.135
(0.109‑0.170)
0.155
(0.122‑0.200)
0.183
(0.139‑0.246)
0.206
(0.151‑0.287)
4-day 0.027
(0.024‑0.031)
0.037
(0.033‑0.043)
0.052
(0.046‑0.060)
0.065
(0.057‑0.076)
0.083
(0.070‑0.100)
0.098
(0.081‑0.121)
0.114
(0.093‑0.144)
0.132
(0.104‑0.170)
0.157
(0.119‑0.211)
0.178
(0.130‑0.247)
4/24/2020 Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.5462&lon=-117.1019&data=intensity&units=english&series=pds 2/6
7-day 0.018
(0.016‑0.020)
0.025
(0.022‑0.029)
0.035
(0.031‑0.041)
0.044
(0.038‑0.051)
0.056
(0.048‑0.068)
0.067
(0.056‑0.082)
0.078
(0.063‑0.099)
0.091
(0.072‑0.117)
0.109
(0.083‑0.146)
0.124
(0.091‑0.172)
10-day 0.013
(0.012‑0.015)
0.019
(0.017‑0.022)
0.027
(0.023‑0.031)
0.033
(0.029‑0.039)
0.043
(0.037‑0.052)
0.052
(0.043‑0.063)
0.060
(0.049‑0.076)
0.070
(0.055‑0.091)
0.084
(0.064‑0.114)
0.096
(0.071‑0.134)
20-day 0.008
(0.007‑0.009)
0.012
(0.010‑0.014)
0.017
(0.015‑0.019)
0.021
(0.019‑0.025)
0.028
(0.024‑0.033)
0.033
(0.028‑0.041)
0.039
(0.032‑0.049)
0.046
(0.036‑0.059)
0.055
(0.042‑0.074)
0.063
(0.047‑0.088)
30-day 0.006
(0.006‑0.007)
0.009
(0.008‑0.011)
0.013
(0.012‑0.016)
0.017
(0.015‑0.020)
0.022
(0.019‑0.027)
0.027
(0.022‑0.033)
0.032
(0.026‑0.040)
0.037
(0.029‑0.048)
0.045
(0.034‑0.060)
0.052
(0.038‑0.072)
45-day 0.005
(0.004‑0.006)
0.007
(0.006‑0.008)
0.010
(0.009‑0.012)
0.013
(0.012‑0.016)
0.018
(0.015‑0.021)
0.021
(0.017‑0.026)
0.025
(0.020‑0.031)
0.029
(0.023‑0.038)
0.036
(0.027‑0.048)
0.041
(0.030‑0.057)
60-day 0.004
(0.004‑0.005)
0.006
(0.006‑0.007)
0.009
(0.008‑0.011)
0.012
(0.010‑0.013)
0.015
(0.013‑0.018)
0.018
(0.015‑0.022)
0.021
(0.017‑0.027)
0.025
(0.020‑0.033)
0.031
(0.023‑0.041)
0.035
(0.026‑0.049)
1 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
4/24/2020 Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.5462&lon=-117.1019&data=intensity&units=english&series=pds 3/6
Back to Top
Maps & aerials
Small scale terrain
4/24/2020 Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.5462&lon=-117.1019&data=intensity&units=english&series=pds 4/6
Large scale terrain
Large scale map
+
–
3km
2mi
+
–
60km
30mi
4/24/2020 Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.5462&lon=-117.1019&data=intensity&units=english&series=pds 5/6
Large scale aerial
Back to Top
+
–
100m
300ft
+
–
100km
60mi
4/24/2020 Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.5462&lon=-117.1019&data=intensity&units=english&series=pds 6/6
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions@noaa.gov
Disclaimer
Hydrologic Soil Group—Western Riverside Area, California
(Wingsweep Development)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/8/2019
Page 1 of 4
37
1
1
5
0
0
37
1
1
6
0
0
37
1
1
7
0
0
37
1
1
8
0
0
37
1
1
9
0
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37
1
2
0
0
0
37
1
2
1
0
0
37
1
2
2
0
0
37
1
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37
1
2
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0
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1
2
5
0
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1
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0
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37
1
2
7
0
0
37
1
1
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0
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37
1
1
6
0
0
37
1
1
7
0
0
37
1
1
8
0
0
37
1
1
9
0
0
37
1
2
0
0
0
37
1
2
1
0
0
37
1
2
2
0
0
37
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37
1
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7
0
0
490200 490300 490400 490500 490600 490700 490800 490900 491000 491100
490200 490300 490400 490500 490600 490700 490800 490900 491000 491100
33° 33' 16'' N
11
7
°
6
'
2
2
'
'
W
33° 33' 16'' N
11
7
°
5
'
4
3
'
'
W
33° 32' 33'' N
11
7
°
6
'
2
2
'
'
W
33° 32' 33'' N
11
7
°
5
'
4
3
'
'
W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 300 600 1200 1800
Feet
0 50 100 200 300
Meters
Map Scale: 1:6,470 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Western Riverside Area, California
Survey Area Data: Version 11, Sep 12, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Feb 24, 2015—Feb
26, 2015
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.
Hydrologic Soil Group—Western Riverside Area, California
(Wingsweep Development)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/8/2019
Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
AtC2 Arlington and Greenfield
fine sandy loams, 2 to
8 percent slopes ,
eroded
C 0.8 0.5%
AtD2 Arlington and Greenfield
fine sandy loams, 8 to
15 percent slopes,
eroded
C 12.4 7.0%
GyA Greenfield sandy loam,
0 to 2 percent slopes
A 6.7 3.8%
GzG Gullied land 5.9 3.3%
HcA Hanford coarse sandy
loam, 0 to 2 percent
slopes
A 2.4 1.4%
HcC Hanford coarse sandy
loam, 2 to 8 percent
slopes
A 31.8 18.0%
HgA Hanford fine sandy
loam, 0 to 2 percent
slopes
A 1.3 0.7%
RaB2 Ramona sandy loam, 2
to 5 percent slopes,
eroded
C 5.8 3.3%
RaC2 Ramona sandy loam, 5
to 8 percent slopes,
eroded
C 14.1 8.0%
RaD2 Ramona sandy loam, 8
to 15 percent slopes,
eroded
C 5.5 3.1%
RaE3 Ramona sandy loam, 15
to 25 percent slopes,
severely eroded
C 22.9 12.9%
RmE3 Ramona and Buren
sandy loams, 15 to 25
percent slopes,
severely eroded
C 15.7 8.9%
RnE3 Ramona and Buren
loams, 5 to 25 percent
slopes, severely
eroded
C 0.5 0.3%
RsC Riverwash 0.2 0.1%
RuF Rough broken land 45.9 26.0%
TvC Tujunga loamy sand,
channeled, 0 to 8
percent slopes
A 4.9 2.7%
Totals for Area of Interest 176.7 100.0%
Hydrologic Soil Group—Western Riverside Area, California Wingsweep Development
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/8/2019
Page 3 of 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Western Riverside Area, California Wingsweep Development
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/8/2019
Page 4 of 4
Note: The hydrologic soil
group is shown as Type 'C"
per the Natural Resource
Conservation Service
(NRCS) Web Soil Survey.
However, due to the
compaction condition
resulting from the majority of
the site being previously
mass graded over a decade
ago, the site infiltration
capacity was understood to
be reduced. Therefore, for
the purpose of hydrologic
modeling, Type ‘D’ soils
were used to calculate runoff
coefficients. This would also
result in a more conservative
peak flow rate.
10'
MIN
5'
1
8
'
M
I
N
M
I
N
1
0
'
2
5
'
M
I
N
8'
ROUGH GRADE PAD LINE
5' SIDEWALK
CURB LINE
BUBBLER
STREET GRADE
1
2
%
M
A
X
85' MIN
HP M
I
N
1
0
'
92'
2
%
M
A
X
2
0
'
M
I
N M
I
N
1
%
1
%
M
I
N
S
W
A
L
E
1
%
M
I
N
S
W
A
L
E
1. MIN LOT SIZE: 20,000 SF
2. MAX LOT COVERAGE: 50%
INLET
DRAIN
AREA
NOTES:
LEGEND:
E
W
S
PRIVATE STREET EASEMENT
E W
S
P
U
E3
'
GF=PE
20'X20' MIN
GARAGE
1
%
10'
MIN
A A
B
GARAGE
OPT. SWING
WHERE REQUIRED
4" MIN, 7" MAX,
INTO HOUSE
1 STEP MAX
RECCOMENDATION
GEOTECHNICAL
AS-GRADED
*MAY VARY PER
FF ELEV = 100.67
PAD ELEV = 100.00
65' MAX WIDTH
B
SHEET 1 OF 2
84' MIN
AT LOT LINES AS PRACTICAL.
FIRE HYDRANTS TO BE LOCATED
STREET LIGHTS, TRANSFORMERS,
2-FEET MAX AT P/L.
SIDE YARD RETAINING WALLS -
MIN 1 STREET TREES PER LOT.
SETBACK ENCROACHMENTS.
FOR ALLOWED
REVIEW SP ZONING ORDINANCE
ENCROACH INTO FMZ SETBACKS
MANAGEMENT ZONES MAY NOT
HOMES ADJACENT TO FUEL
WATER LATERAL
SEWER LATERAL
SWALE
PAD LIMITS
LOT LINE
PUE
STREET LIGHT
GAS SERVICE
ELECTRICAL/
PAD RIDGE LINE
SCALE:DATE:3/10/21
PA 33A - TR 37928
TYPICAL PAD DETAIL
1"=20'
C:\RICK\Projects\C_RIV_G\17883\17883-J_PA33A\Civil\17883Jexb001_Pad Criteria Sheet.dgnPLOT DATE:JN 17883-J15-APR-2021
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2
1
TRACT 37928, PA 33A
VIEW FENCE LOTS 9-15
BLOCK WALL LOTS 1-6,7-9
YARD SETBACK = 20'
13. MIN REAR
YARD SETBACK = 10'
12. MIN INTERIOR SIDE
YARD SETBACK = 15'
11. MIN CORNER SIDE
GARAGE SETBACK = 10'
10. MIN SIDE ENTRY
9. MIN FRONT GARAGE SETBACK = 18'
8. MIN FRONT HOUSE SETBACK = 25'
7. MIN LOT DEPTH = 90'
AT FRONT SETBACK = 50'
6. MIN LOT WIDTH
5. MIN LOT WIDTH = 60'
4. MIN LOT FRONTAGE AT FLAG : 25'
3. MIN LOT FRONTAGE AT PL : 30'
119
2
1194
1194
119
6
1198
1198
1
2
0
0
120
0
50' MWD EASEMENT
70' MWD PERMANENT R/W (FEE)
40' RCWD EASEMENT
MAX HEIGHT = 5'
RETAINING WALL
(1218.8 FG)
(1218.0 FG)
(1216.0 FG)
(1214.0 FG)
(1212.3 FG)(1211.3 FG)
(1211.6 FG)
(1211.6 FG)
(1213.0 FG)
(1212.5 FG)
(1218.0 FG)
(1211.0 FG)
(1209.0 FG)
(1192.4 FG)
(1202.7 FG)
(1206.0 FG)
X
MHX
MHX
X
X
X
P
BX
MHX
PBX
X
X
MHX
X
PBX
X
PBX
X
X
X
MHX
X
X
MHX
X
X
X
MHX
MHX
X
MHX
X
P
B
X
X
X
P
B
X
X
X
X
X
X
X
X
X
X
X
X
X
P
B
X
MHX
X
X
X
X
X
X
X
X
1
2
3
4 5
6
7
8
910
BASIN
1202.7
1203.6
1204.5
1205.3 1206.2
1206.9
1209.0
1208.6
1207.81207.3
1205.6
1204.71203.81202.8
C:\RICK\Projects\C_RIV_G\17883\17883-E_Wingsweep\Civil\17883Eexb04_PA33A_Lot Fit Study.dgn PLOT DATE:JN 1788329-APR-2020
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2
0
85'85'87'82'
87'
87'94'
2
3
2'
B
U
T
T
E
R
FIE
L
D
S
T
A
G
E
R
O
A
D
STREET "A"
0
SCALE: 1" = 100'
200100100
NICOLAS ROAD
E
X. 9
6
" S
A
N
DIE
GO
P
IP
E
L
INE
NO. 5
E
X. 9
9
" S
A
N
DIE
GO
P
IP
E
L
INE
NO
. 4
E
X, 7
5
" S
AN
DIE
GO
P
IP
E
L
INE
NO
. 3
16
20055 SF
20331 SF
20343 SF 20038 SF
25161 SF
27696 SF
20196 SF 20875 SF
21003 SF
30104 SF
30417 SF
36340 SF
45951 SF
- LOT NUMBER
- PAD ELEVATION
- LOT SQUARE FOOTAGE
87'
LEGEND
- 6' HIGH BERM
PROP
. ESMT
15'
80'50'218'14826 SF
22084 SF
(735 SF - WITHIN BERM)
(2690 SF - OUTSIDE OF BERM)
- PROPOSED 15' WIDE DRAINAGE EASEMENT
20230 SF
11
1206.5
20822 SF
12131415
85'
1
1202.7
GENERAL NOTES
1
8
7
'
1
7
0
'
1
9
6
'
1
8
8
'
1
6
7
'
98'
81'
PRIVATE STREET (50' R/W)
10' SIDE SETBACK
20' REAR SETBACK
-10' SIDE ENTRY GARAGE
-18' FRONT ENTRY GARAGE
25' FRONT SETBACK
75' MINIMUM DEPTH
60' MINIMUM WIDTH
BUILDING ENVELOPE CRITERIA
120' MINIMUM DEPTH
80' MINIMUM WIDTH
PAD CRITERIA
2.5:1 LOT DEPTH/WIDTH RATIO
90' MINIMUM DEPTH
60' MINIMUM WIDTH
20,000 SF MINIMUM
LOT CRITERIA PER SP
LAND USE: L
ENVELOPE
TYPICAL BUILDING
TYPICAL LOT
80'
2
0
'
10'10'
60'
7
5
'
1
8
'
2
5
'
1
6
8
'
1
8
1
'
2
0
4
'
1
6
1
'
1
6
3'
1
9
5
'
PA 33A LOT FIT STUDY
1
6
7
'
110'
*26' FOR 50% OF LOTS
*2.28%0.84%
4.2
6
%
0.90 %
1192.3 BOT
1197.8 TOP
85'85'
80' MIN
1
2
0
'
1
3
0
'
M
I
N
1180
1190
1190
1195
1195
1
9
9
'
12
0
0
1200
1200
1200
MARCH 25, 2020
12
0
5
1205
1205
1205
1205
1210
1210
1210
1210
1215
12
15
1215
1220
1210
Appendix 3
Pre-project Condition Hydrology Workmap
PA 33A
32
32
33116210
10
11
1177.3
X1177.4
X
X
X1178.8
X
X1179.7
X1179.7
1180
X1180.6
X1181.1
X1181.2
X1181.8
X1182.5
X1183.4
X
1184.2
X1184.5
X1184.5
X1184.7
1185
1185
1
1
8
5
X1185.3
X1185.4
X1185.5
X1185.5
X1185.7
CONC
X1186.2
X1186.2
X1186.2
X1186.3
X1186.4X1186.4
X1186.4
X1186.5
X1186.5
X1186.7
X
X1187.2
X
X1187.5
X
X1187.9
X1188.2
X1188.3
X1188.4
X1188.5
X1188.8
X1188.9
X1189.3
X1189.5
X
X
X1189.6
X
X
X1189.9
1190
119
0
1190
1
1
9
0
1190
X
X
X1190.2
X1190.2
X1190.2
X
X
X1190.5
X1190.6
X1190.6
X1190.7
X
X
X1190.9
X
X
X1191.1
X
XX1191.2
X1191.2
X
X1191.6
X1191.6
X1191.6
X1191.6
X1191.7
X1191.9
1192.2
X1192.2
X1192.3
X1192.3
X1192.3
X
X1192.4
X
X1192.4
X1192.5
X1192.5
X
X1192.6
X1192.6
X1192.6
X1192.7
X1192.7
X1192.7
X1192.7
X1192.8
X
X
X1193.1
X1193.2
X
X
X
X1193.3
X1193.3
X1193.4
X
X1193.4
X
X
X1193.4
X
X
X
X1193.6
X
X1193.6
X1193.6
X1193.7
X1193.8
X1193.8
X
X1193.8
X1193.8
X1193.8
X
X1193.9
X
X
X
X1194.1
X
X
X1194.2
SHADOW
X1194.2 X1194.2 X1194.3
X1194.3
X1194.3
X1194.3
X
X
X1194.4
DENSE
TREES
X1194.6
X
X1194.6
X
X
1195
1195
119
5
119
5
1 1 9 5
119 5
X1195.2
X1195.2
DENSE
TREES
X
X
X
X1196.5
X 1197.1
DENSE
TREES
X
X1199.1
X1199.2
X
X1199.4
X1199.4
X 1199.5
X
MHX
X1199.7
12
0
0
1200
1200
1200
1200
12
0
0
1
2
0
0
12
0
0
12 0 0
X
X1200.2
X
X 1200.4
X1200.6 X 1200.7
X1200.8
X
X1201.3
X1201.5
X1201.5
X 1201.6
X1201.7
X1201.8
X1201.8
X1201.9
X1202.1
X 1202.1
X1202.2
X1202.3
X1202.6
X1202.6
X1202.6
X1202.7
X1202.8
X 1202.8
X1202.8
X1202.8
X1202.9
X1202.9
X1203.1
X1203.2
X1203.2
X1203.2
X
X 1203.3
X1203.3
X1203.3
X1203.3
X1203.4
X1203.4
X1203.5
X1203.5
X1203.5
X1203.5
X1203.5
X 1203.5
X1203.5
X1203.7
X 1203.8
X1203.8
X1203.9
X1204.2
X1204.2
X
X 1204.3
X1204.4
X1204.4
X1204.5
X 1204.5
X
X1204.5
X1204.5
X1204.5
X 1204.5
X1204.6
X
X1204.6
X 1204.7
X
X1204.7
X1204.8
X
X1204.8
X1204.9
1205
12
0
5
1205
1205
1205
1
2
0
5
1205
12
0
5
1205
1205
1205
X1205.2
X1205.2
X
X1205.3
X
X
X1205.4
X
X1205.5
X1205.5
X
X1205.6
X1205.6
X
X
X1205.7
X1205.7
X1205.7
X1205.8
X
X
X1205.8
ASPH
MHX
X1206.1
X1206.2
X1206.2
X
X1206.3
X1206.3
X1206.4
X1206.4
X1206.4
X
X1206.5
X1206.5
X1206.6
X
X 1206.6
X
X1206.7
X
X1206.7
X1206.7
X
X
X
X1206.9
X1206.9
X 1206.9
X
X1207.2
X
X
X1207.2
X1207.3
X1207.3
X
X1207.3
X
X1207.4
X 1207.4
X1207.5
X1207.5
P
BX
X1207.6
X
X 1207.6
X 1207.6
MHX
X1207.7
X1207.7
X
X1207.7
X1207.7
X
X1207.8
DENSE
TREES
ASPH
X1208.2
X
X1208.2
X1208.3
X1208.3
X1208.3
X1208.3
X1208.3
X1208.4
X1208.4
X
X1208.4
MHX
X1208.5
X1208.5
X1208.5
X1208.5
X1208.5
X1208.6
X
X1208.8
PB
X X1209.2
X1209.3
X1209.3
X1209.5
X1209.5
X1209.5
X1209.5
X1209.5
X
X1209.6
PBX
X
X
MHX
1210
1210
1210
1210
1210
12
10
1210
1210
12
10
12
10
12
10
X1210.2
X1210.4
X1210.4
X1210.4
X1210.5
X1210.5
X1210.6
X1210.7
X
PBX
X1211.1
X 1211.2
X
X1211.4
X1211.4
X1211.4
MHX
X1211.5
X
X1211.6
MH
X1211.6
X1211.6
X1211.7
MHX
X1211.7
X
X1211.7
P
B
X
X
X1211.8
X
X
X
PB
X
X
X
P
B
X
X
MHX
X
X
X
X
PBX
X1212.2
X
X
P
B
X
MHX
X
X
MHX
P
B
X
X
P
BX
X
X1212.4
X 1212.4
X1212.4
X
X
X1212.4
X1212.5
X1212.5
X
X1212.5
X1212.6X1212.6
PBX
X1212.6
X1212.7
X
X
X1212.8
CONC
X
X
ASPH
X
PBX
X
X
X
X
X
X
X1213.1
X1213.2
X
X1213.2
X1213.2
X
X1213.3
MHX
X1213.3
X1213.3
X1213.3
X
MHX
X
X1213.4
X1213.4
X1213.4
X
X
X1213.5
X
X
X1213.5
MHX
X
CONC
X
X1213.7
X
X1213.7
X1213.7
X1213.7
X1213.7
X1213.7
X1213.7
X
X1213.8
X 1213.8
X
MHX
X
MHX
X
X
X
X
MHX
X
X
X
X1214.1
X
P
B
X
X1214.1
MHX
X1214.1
X
X
X
X1214.2
X
X
P
B
X
X
X
X
X
ASPH
X1214.3
X
X
X1214.4
X1214.4
X1214.4
X1214.4
X
PB
X
X1214.4
X
X1214.5
X
X
X1214.5
CONC
12
15
X
X1214.6
X
X
X
X1214.6
X
X1214.7
X1214.7
X1214.7
X1214.7
X1214.7
X1214.7
X
X
X1214.8
MHX
X
CONC
X
X
X
X
X
X
X1215.0
1215
12
15
1215
1215
1215
12
15
1
2
1
5
12
15
1215
12
15
1215
12
15
12
15
1215
1215
X
PB
X
MHX
X1215.1
X 1215.1
X 1215.2
X 1215.2
X
X
X
X1215.2
X
X1215.3
X1215.3
X
X1215.3
X 1215.3
X1215.3
X
X
X
X
PB
X
X1215.3
X
X
X
X 1215.4
X1215.4
X1215.4
ASPH
X 1215.4
X
X1215.4
X1215.5
X
X1215.5
X1215.6
12
16
X
X1215.7
X1215.7
X1215.7
X1215.7
X1215.7
12
16
X1215.8
X
X
X1215.8
X
X1215.8
X1215.9
X1215.9
X1216.2
X1216.2
X1216.3
X1216.3
X1216.3
X1216.3
X1216.4
X1216.4
X1216.5
X1216.6
X1216.8
X1216.8
X1216.8
X1217.0
PBX
X 1217.1
X1217.2
X
ASPH
X1217.2
X1217.3
X1217.3
X1217.4
X1217.5
X1217.6
X1217.6
X1217.6
X1217.8
X1217.9
X
X1218.2
X1218.2
MHX
X1218.3
X1218.3
X 1218.4
X1218.4
X1218.5
X1218.5
X1218.6
X1218.7
X1218.7
X1218.8
X1218.9
X1219.0
X1219.1
P
B
X
X1219.3
X 1219.4
X1219.4
X 1219.4
X1219.5
X1219.5
X1219.5
X1219.7
12
2
0
12
2
0
1220
12
2
0
X
X1220.5
X1220.8
X1221.5
X1221.7
X1222.0
DENSE
TREES
X1222.1
X
X
X
12 2 5
1225
DENSE
TREES
X
1230
1230
12
3
5
1240
1210
1215
1220
1215
REC. 4-21-2006
DOC. NO. 2006-0290814
OF DEDICATION PER
IRREVOCABLE OFFER
REC. 5-17-2006
DOC. NO. 2006-0359397
OF DEDICATION PER
IRREVOCABLE OFFER
BU
T T E R F IE LD
S TA
G
E RO
A
D
SANTA GERTRUDIS CREEK
NICOLAS ROAD
BASIN 3300
L = 1100 ft.
L = 93 ft.
LCa = 499 ft.
3350
3301
3300
9.5 AC.
0.1 AC.
Tc = 16.3 MIN.
A = 9.6 ACRES
Q100 = 20.7 CFS
BASIN 3300:
Centroid
LEGENDLEGEND
1
5
-
A
P
R
-
2
0
2
1
0
8
:
4
4
C
:
\
R
I
C
K
\
P
r
o
j
e
c
t
s
\
C
_
R
I
V
_
G
\
1
7
8
8
3
\
1
7
8
8
3
-
J
_
P
A
3
3
A
\
Wa
t
e
r
R
e
s
\
S
D
C
o
r
p
S
t
d
s
2
0
0
5
.
d
s
c
r
i
p
t
C
:
\
R
I
C
K
\
P
r
o
j
e
c
t
s
\
C
_
R
I
V
_
G
\
1
7
8
8
3
\
1
7
8
8
3
-
J
_
P
A
3
3
A
\
Wa
t
e
r
R
e
s
\
1
7
8
8
3
J
_
P
A
3
3
A
d
r
n
_
p
r
e
0
1
.
d
g
n
NOT FOR CONSTRUCTION - EXHIBIT FOR DRAINAGE STUDY ONLY
(PRE-PROJECT)
SUB BASIN DRAINAGE BOUNDARY
PLANNING AREA 33A
WINGSWEEP PROPERTY
FOR
DRAINAGE STUDY MAP
J-17883-E
60 0 60
SCALE: 1" = 60'
120
c
2
0
2
0
Ric
k
E
n
g
in
e
e
rin
g
C
o
m
p
a
n
y
XXXXX
XX.X AC.
BOUNDARY
MAJOR DRAINAGE BASIN
DRAINAGE AREA
DRAINAGE NODE ID
POINT OF INTEREST (POI)
FLOW PATH
PROPOSED INLET LOCATION
BASIN BOUNDARY
CENTROID OF MAJOR DRAINAGE
J-17883-J Date: April 16, 2021
Appendix 4
Post-Project Condition Hydrology Workmap
32
32
33116210
10
11
1177.3
X1177.4
X
X
X1178.8
X
X1179.7
X1179.7
1180
X1180.6
X1181.1
X1181.2
X1181.8
X1182.5
X1183.4
X
1184.2
X1184.5
X1184.5
X1184.7
1185
1185
1
1
8
5
X1185.3
X1185.4
X1185.5
X1185.5
X1185.7
CONC
X1186.2
X1186.2
X1186.2
X1186.3
X1186.4X1186.4
X1186.4
X1186.5
X1186.5
X1186.7
X
X1187.2
X
X1187.5
X
X1187.9
X1188.2
X1188.3
X1188.4
X1188.5
X1188.8
X1188.9
X1189.3
X1189.5
X
X
X1189.6
X
X
X1189.9
1190
119
0
1190
1
1
9
0
1190
X
X
X1190.2
X1190.2
X1190.2
X
X
X1190.5
X1190.6
X1190.6
X1190.7
X
X
X1190.9
X
X
X1191.1
X
XX1191.2
X1191.2
X
X1191.6
X1191.6
X1191.6
X1191.6
X1191.7
X1191.9
1192.2
X1192.2
X1192.3
X1192.3
X1192.3
X
X1192.4
X
X1192.4
X1192.5
X1192.5
X
X1192.6
X1192.6
X1192.6
X1192.7
X1192.7
X1192.7
X1192.7
X1192.8
X
X
X1193.1
X1193.2
X
X
X
X1193.3
X1193.3
X1193.4
X
X1193.4
X
X
X1193.4
X
X
X
X1193.6
X
X1193.6
X1193.6
X1193.7
X1193.8
X1193.8
X
X1193.8
X1193.8
X1193.8
X
X1193.9
X
X
X
X1194.1
X
X
X1194.2
SHADOW
X1194.2 X1194.2 X1194.3
X1194.3
X1194.3
X1194.3
X
X
X1194.4
DENSE
TREES
X1194.6
X
X1194.6
X
X
1195
1195
119
5
119
5
1 1 9 5
119 5
X1195.2
X1195.2
DENSE
TREES
X
X
X
X1196.5
X 1197.1
DENSE
TREES
X
X1199.1
X1199.2
X
X1199.4
X1199.4
X 1199.5
X
MHX
X1199.7
12
0
0
1200
1200
1200
1200
12
0
0
1
2
0
0
12
0
0
12 0 0
X
X1200.2
X
X 1200.4
X1200.6 X 1200.7
X1200.8
X
X1201.3
X1201.5
X1201.5
X 1201.6
X1201.7
X1201.8
X1201.8
X1201.9
X1202.1
X 1202.1
X1202.2
X1202.3
X1202.6
X1202.6
X1202.6
X1202.7
X1202.8
X 1202.8
X1202.8
X1202.8
X1202.9
X1202.9
X1203.1
X1203.2
X1203.2
X1203.2
X
X 1203.3
X1203.3
X1203.3
X1203.3
X1203.4
X1203.4
X1203.5
X1203.5
X1203.5
X1203.5
X1203.5
X 1203.5
X1203.5
X1203.7
X 1203.8
X1203.8
X1203.9
X1204.2
X1204.2
X
X 1204.3
X1204.4
X1204.4
X1204.5
X 1204.5
X
X1204.5
X1204.5
X1204.5
X 1204.5
X1204.6
X
X1204.6
X 1204.7
X
X1204.7
X1204.8
X
X1204.8
X1204.9
1205
12
0
5
1205
1205
1205
1
2
0
5
1205
12
0
5
1205
1205
1205
X1205.2
X1205.2
X
X1205.3
X
X
X1205.4
X
X1205.5
X1205.5
X
X1205.6
X1205.6
X
X
X1205.7
X1205.7
X1205.7
X1205.8
X
X
X1205.8
ASPH
MHX
X1206.1
X1206.2
X1206.2
X
X1206.3
X1206.3
X1206.4
X1206.4
X1206.4
X
X1206.5
X1206.5
X1206.6
X
X 1206.6
X
X1206.7
X
X1206.7
X1206.7
X
X
X
X1206.9
X1206.9
X 1206.9
X
X1207.2
X
X
X1207.2
X1207.3
X1207.3
X
X1207.3
X
X1207.4
X 1207.4
X1207.5
X1207.5
P
BX
X1207.6
X
X 1207.6
X 1207.6
MHX
X1207.7
X1207.7
X
X1207.7
X1207.7
X
X1207.8
DENSE
TREES
ASPH
X1208.2
X
X1208.2
X1208.3
X1208.3
X1208.3
X1208.3
X1208.3
X1208.4
X1208.4
X
X1208.4
MHX
X1208.5
X1208.5
X1208.5
X1208.5
X1208.5
X1208.6
X
X1208.8
PB
X X1209.2
X1209.3
X1209.3
X1209.5
X1209.5
X1209.5
X1209.5
X1209.5
X
X1209.6
PBX
X
X
MHX
1210
1210
1210
1210
1210
12
10
1210
1210
12
10
12
10
12
10
X1210.2
X1210.4
X1210.4
X1210.4
X1210.5
X1210.5
X1210.6
X1210.7
X
PBX
X1211.1
X 1211.2
X
X1211.4
X1211.4
X1211.4
MHX
X1211.5
X
X1211.6
MH
X1211.6
X1211.6
X1211.7
MHX
X1211.7
X
X1211.7
P
B
X
X
X1211.8
X
X
X
PB
X
X
X
P
B
X
X
MHX
X
X
X
X
PBX
X1212.2
X
X
P
B
X
MHX
X
X
MHX
P
B
X
X
P
BX
X
X1212.4
X 1212.4
X1212.4
X
X
X1212.4
X1212.5
X1212.5
X
X1212.5
X1212.6X1212.6
PBX
X1212.6
X1212.7
X
X
X1212.8
CONC
X
X
ASPH
X
PBX
X
X
X
X
X
X
X1213.1
X1213.2
X
X1213.2
X1213.2
X
X1213.3
MHX
X1213.3
X1213.3
X1213.3
X
MHX
X
X1213.4
X1213.4
X1213.4
X
X
X1213.5
X
X
X1213.5
MHX
X
CONC
X
X1213.7
X
X1213.7
X1213.7
X1213.7
X1213.7
X1213.7
X1213.7
X
X1213.8
X 1213.8
X
MHX
X
MHX
X
X
X
X
MHX
X
X
X
X1214.1
X
P
B
X
X1214.1
MHX
X1214.1
X
X
X
X1214.2
X
X
P
B
X
X
X
X
X
ASPH
X1214.3
X
X
X1214.4
X1214.4
X1214.4
X1214.4
X
PB
X
X1214.4
X
X1214.5
X
X
X1214.5
CONC
12
15
X
X1214.6
X
X
X
X1214.6
X
X1214.7
X1214.7
X1214.7
X1214.7
X1214.7
X1214.7
X
X
X1214.8
MHX
X
CONC
X
X
X
X
X
X
X1215.0
1215
12
15
1215
1215
1215
12
15
1
2
1
5
12
15
1215
12
15
1215
12
15
12
15
1215
1215
X
PB
X
MHX
X1215.1
X 1215.1
X 1215.2
X 1215.2
X
X
X
X1215.2
X
X1215.3
X1215.3
X
X1215.3
X 1215.3
X1215.3
X
X
X
X
PB
X
X1215.3
X
X
X
X 1215.4
X1215.4
X1215.4
ASPH
X 1215.4
X
X1215.4
X1215.5
X
X1215.5
X1215.6
12
16
X
X1215.7
X1215.7
X1215.7
X1215.7
X1215.7
12
16
X1215.8
X
X
X1215.8
X
X1215.8
X1215.9
X1215.9
X1216.2
X1216.2
X1216.3
X1216.3
X1216.3
X1216.3
X1216.4
X1216.4
X1216.5
X1216.6
X1216.8
X1216.8
X1216.8
X1217.0
PBX
X 1217.1
X1217.2
X
ASPH
X1217.2
X1217.3
X1217.3
X1217.4
X1217.5
X1217.6
X1217.6
X1217.6
X1217.8
X1217.9
X
X1218.2
X1218.2
MHX
X1218.3
X1218.3
X 1218.4
X1218.4
X1218.5
X1218.5
X1218.6
X1218.7
X1218.7
X1218.8
X1218.9
X1219.0
X1219.1
P
B
X
X1219.3
X 1219.4
X1219.4
X 1219.4
X1219.5
X1219.5
X1219.5
X1219.7
12
2
0
12
2
0
1220
12
2
0
X
X1220.5
X1220.8
X1221.5
X1221.7
X1222.0
DENSE
TREES
X1222.1
X
X
X
12 2 5
1225
DENSE
TREES
X
1230
1230
12
3
5
1240
1210
1215
1220
1215
PA 33A
REC. 4-21-2006
DOC. NO. 2006-0290814
OF DEDICATION PER
IRREVOCABLE OFFER
REC. 5-17-2006
DOC. NO. 2006-0359397
OF DEDICATION PER
IRREVOCABLE OFFER
BU
T T E R F IE LD
S TA
G
E RO
A
D
SANTA GERTRUDIS CREEK
NICOLAS ROAD
BASIN 3300
L = 293
L = 1160LCa =581
Centroid
3300
3305
3310
0.8 AC.
7.9 AC.
0.6 AC.
3350 3320
3315
Tc = 11.0 MIN.
A = 9.3 ACRES
Q100 = 26.1CFS
BASIN 3300:
LEGENDLEGEND
2
4
-
MA
R
-
2
0
2
1
1
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:
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NOT FOR CONSTRUCTION - EXHIBIT FOR DRAINAGE STUDY ONLY
(POST-PROJECT)
SUB BASIN DRAINAGE BOUNDARY
PLANNING AREA 33A
WINGSWEEP PROPERTY
FOR
DRAINAGE STUDY MAP
J-17883-E
60 0 60
SCALE: 1" = 60'
120
c
2
0
2
0
Ric
k
E
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XXXXX
XX.X AC.
BOUNDARY
MAJOR DRAINAGE BASIN
DRAINAGE AREA
DRAINAGE NODE ID
POINT OF INTEREST (POI)
FLOW PATH
PROPOSED INLET LOCATION
BASIN BOUNDARY
CENTROID OF MAJOR DRAINAGE
J-17883-J Date: April 16, 2021
Appendix 5
Hydrology AES Output
(Pre-project & Post-project)
P3300E00.RES
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2014 Advanced Engineering Software (aes)
(Rational Tabling Version 21.0)
Release Date: 06/01/2014 License ID 1261
Analysis prepared by:
RICK ENGINEERING COMPANY
5620 Friars Road
San Diego, California 92110
619-291-0707 Fax 619-291-4165
************************** DESCRIPTION OF STUDY **************************
* WINGSWEEP PA 33A (PRELIMINARY ENGINEERING); J-17883-E *
* 100-YEAR EXISTING CONDITIONS *
* BASIN 3300 *
**************************************************************************
FILE NAME: P3300E00.RAT
TIME/DATE OF STUDY: 20:29 06/30/2020
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.030
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.961
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.390
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.610
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4173643
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4155667
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.610
SLOPE OF INTENSITY DURATION CURVE = 0.4156
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== =======
1 20.0 15.0 0.018/0.018/0.020 0.50 2.00 0.0100 0.125 0.0150
1
P3300E00.RES
2 16.0 10.0 0.018/0.018/0.020 0.50 2.00 0.0100 0.125 0.0150
3 25.0 20.0 0.018/0.018/0.020 0.50 2.00 0.0100 0.125 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.10 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 3300.00 TO NODE 3301.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 93.00
UPSTREAM ELEVATION(FEET) = 1213.50
DOWNSTREAM ELEVATION(FEET) = 1210.50
ELEVATION DIFFERENCE(FEET) = 3.00
TC = 0.709*[( 93.00**3)/( 3.00)]**.2 = 8.641
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.602
USER-SPECIFIED RUNOFF COEFFICIENT = .8012
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.29
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.29
****************************************************************************
FLOW PROCESS FROM NODE 3301.00 TO NODE 3350.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1210.50 DOWNSTREAM(FEET) = 1199.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 981.00 CHANNEL SLOPE = 0.0117
CHANNEL BASE(FEET) = 16.00 "Z" FACTOR = 7.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 5.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.767
USER-SPECIFIED RUNOFF COEFFICIENT = .7754
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.70
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.13
AVERAGE FLOW DEPTH(FEET) = 0.28 TRAVEL TIME(MIN.) = 7.67
Tc(MIN.) = 16.31
SUBAREA AREA(ACRES) = 9.50 SUBAREA RUNOFF(CFS) = 20.38
TOTAL AREA(ACRES) = 9.6 PEAK FLOW RATE(CFS) = 20.67
2
P3300E00.RES
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.41 FLOW VELOCITY(FEET/SEC.) = 2.68
LONGEST FLOWPATH FROM NODE 3300.00 TO NODE 3350.00 = 1074.00 FEET.
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 9.6 TC(MIN.) = 16.31
PEAK FLOW RATE(CFS) = 20.67
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
3
P3300P00.RES
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2014 Advanced Engineering Software (aes)
(Rational Tabling Version 21.0)
Release Date: 06/01/2014 License ID 1261
Analysis prepared by:
RICK ENGINEERING COMPANY
5620 Friars Road
San Diego, California 92110
619-291-0707 Fax 619-291-4165
************************** DESCRIPTION OF STUDY **************************
* WINGSWEEP PA 33A (PRELIMINARY ENGINEERING); J-17883-E *
* 100-YEAR PROPOSED CONDITIONS *
* BASIN 3300 *
**************************************************************************
FILE NAME: P3300P00.RAT
TIME/DATE OF STUDY: 20:34 06/30/2020
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.030
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.961
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.390
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.610
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4173643
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4155667
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.610
SLOPE OF INTENSITY DURATION CURVE = 0.4156
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== =======
1 20.0 15.0 0.018/0.018/0.020 0.50 2.00 0.0100 0.125 0.0150
1
P3300P00.RES
2 16.0 10.0 0.018/0.018/0.020 0.50 2.00 0.0100 0.125 0.0150
3 25.0 20.0 0.018/0.018/0.020 0.50 2.00 0.0100 0.125 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.10 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 3300.00 TO NODE 3305.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 293.00
UPSTREAM ELEVATION(FEET) = 1220.00
DOWNSTREAM ELEVATION(FEET) = 1206.00
ELEVATION DIFFERENCE(FEET) = 14.00
TC = 0.393*[( 293.00**3)/( 14.00)]**.2 = 6.996
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.933
USER-SPECIFIED RUNOFF COEFFICIENT = .8543
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.69
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.69
****************************************************************************
FLOW PROCESS FROM NODE 3305.00 TO NODE 3310.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================
UPSTREAM ELEVATION(FEET) = 1206.00 DOWNSTREAM ELEVATION(FEET) = 1200.00
STREET LENGTH(FEET) = 637.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
2
P3300P00.RES
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.68
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.39
HALFSTREET FLOOD WIDTH(FEET) = 16.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.71
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06
STREET FLOW TRAVEL TIME(MIN.) = 3.92 Tc(MIN.) = 10.92
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.268
USER-SPECIFIED RUNOFF COEFFICIENT = .8461
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 21.85
TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 24.54
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 20.00
FLOW VELOCITY(FEET/SEC.) = 3.17 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48
LONGEST FLOWPATH FROM NODE 3300.00 TO NODE 3310.00 = 930.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 3310.00 TO NODE 3315.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1200.00 DOWNSTREAM(FEET) = 1196.00
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 21.13
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 24.54
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.94
LONGEST FLOWPATH FROM NODE 3300.00 TO NODE 3315.00 = 964.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 3315.00 TO NODE 3320.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.265
USER-SPECIFIED RUNOFF COEFFICIENT = .7922
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.55
TOTAL AREA(ACRES) = 9.3 TOTAL RUNOFF(CFS) = 26.09
TC(MIN.) = 10.94
****************************************************************************
FLOW PROCESS FROM NODE 3320.00 TO NODE 3350.00 IS CODE = 31
----------------------------------------------------------------------------
3
P3300P00.RES
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1195.00 DOWNSTREAM(FEET) = 1192.00
FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.74
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 26.09
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 11.02
LONGEST FLOWPATH FROM NODE 3300.00 TO NODE 3350.00 = 1032.00 FEET.
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 9.3 TC(MIN.) = 11.02
PEAK FLOW RATE(CFS) = 26.09
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
4
Appendix 6
Inlet Sizing
4/15/2021
Catch
Basin ID
(Node)
Area
(ac)
Q100
(cfs)
Bypass
Pickup
from
Upstream
Inlet
(cfs)
Total Flow
to Inlet
(cfs)
Efficiency
%
Bypass Flow
(cfs)
Bypass
Flow
Directed to
New Node
Length of
Inlet
Opening
(ft)
On Grade or
Sump (curb
opening
Height)
Catch Basin
Intercepted
Flow
(cfs)
Local
Depression
Local
Depression
Width
(in)
Width of
Spread
(ft)
Depth
(in)
3310 8.7 24.5 0.00 24.5 100.0 0.00 Basin 28 Sump 24.50 4" 48 22 7
0.0
PA33A Catch Basin Sizing
Worksheet for Curb Inlet In Sag - 3310
Project Description
SpreadSolve For
Input Data
24.50Discharge
2.33Gutter Width
0.083Gutter Cross Slope
0.020Road Cross Slope
28.0Curb Opening Length
0.5Opening Height
HorizontalCurb Throat Type
4.0Local Depression
48.0Local Depression Width
90.00Throat Incline Angle
Results
22.0Spread
7.0Depth
1.8Gutter Depression
5.8Total Depression
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/15/2021
FlowMaster
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
Center17883J_InletSizing.fm8
Appendix 7
Storm Drain Sizing
Wingsweep Property Planning Area 33A
J-17883-J
4/15/2021
Manning's n: 0.013
Sizing Factor (%): 30
Slope at:
Draninage Node
#
Q100
(cfs1)
Q100 with Sizing
Factor
(cfs1)
Minimum Pipe
Size2
(feet)
Recommended
Pipe Size
(inches)
Minimum Pipe
Size2
(feet)
Recommended
Pipe Size
(inches)
Minimum Pipe
Size 2
(feet)
Recommended
Pipe Size
(inches)
Minimum Pipe
Size2
(feet)
Recommended
Pipe Size
(inches)
3310-3315 24.5 31.9 1.84 24" 2.27 30" 1.72 24" 1.43 18"
3320-3350 26.1 33.9 1.88 24" 2.33 30" 1.76 24"1.46 18"
Note:
1. "cfs" = cubic feet per second.
2. Minimum pipe sizes are calculated using the Manning's equation and are based on the flow rates with 30% factor.
Storm Drain Size
11.8%
The purpose of this table is to provide an estimated pipe size to convey the 100-year flow rates with a sizing factor.
3.1% 1.0% 4.4%
C:\RICK\Projects\C_RIV_G\17883\17883-E_Wingsweep\WaterResources\Hydraulics\Pipeflow\PrelimStormDrainSizing\17883E_PA33A_PreliminaryStormDrainSizing.xls
Appendix 8
Rough Grade Condition CMP Overflow Sizing
STAND PIPE:Job Name:Roripaugh
Enter information in yellow boxes. All other information is self-generated.Job Number:17883J
Q = CIA * Per Rational Method for 100 year event Date:04/14/21
Location:C = 0.70 Revised:
I = 3.48
inches feet A = 9.6
Diameter of Riser Stand Pipe, D (in.): 48 4
QDesign Storm (cfs):23.4
Crest Elevation, Z (ft): 100 (use EL 100 as reference datum, or use actual proposed riser crest elevation)
Step Increments for Elevation (ft): 0.1 (e.g. - use 0.1, 0.2, 0.5 etc.)
(cfs)0.5 (cfs) (cfs)
Weir (ft) (ft)Qweir =Orifice (ft2) (ft)Qorifice =Controlling Type
Water Surface Elevation, E Ho/Rs C L H
CL(H)1.5 C A H
CA(2gH)0.5 Discharge, Qout
100.0 0.00 4.05 12.57 0.0 0.00 0.5 12.57 0.0 0.00 0.0 weir flow
100.1 0.05 4.02 12.57 0.1 1.60 0.5 12.57 0.1 15.94 1.6 weir flow
100.2 0.10 3.99 12.57 0.2 4.49 0.5 12.57 0.2 22.55 4.5 weir flow
100.3 0.15 3.95 12.57 0.3 8.16 0.5 12.57 0.3 27.62 8.2 weir flow
100.4 0.20 3.90 12.57 0.4 12.40 0.5 12.57 0.4 31.89 12.4 weir flow
100.5 0.25 3.84 12.57 0.5 17.05 0.5 12.57 0.5 35.65 17.1 weir flow
100.6 0.30 3.76 12.57 0.6 21.97 0.5 12.57 0.6 39.06 22.0 weir flow
100.7 0.35 3.67 12.57 0.7 27.02 0.5 12.57 0.7 42.19 27.0 weir flow
100.8 0.40 3.57 12.57 0.8 32.09 0.5 12.57 0.8 45.10 32.1 weir flow
100.9 0.45 3.45 12.57 0.9 37.06 0.5 12.57 0.9 47.83 37.1 weir flow
101.0 0.50 3.33 12.57 1.0 41.86 0.5 12.57 1.0 50.42 41.9 weir flow
101.1 0.55 3.20 12.57 1.1 46.39 0.5 12.57 1.1 52.88 46.4 weir flow
101.2 0.60 3.06 12.57 1.2 50.59 0.5 12.57 1.2 55.23 50.6 weir flow
101.3 0.65 2.92 12.57 1.3 54.45 0.5 12.57 1.3 57.49 54.4 weir flow
101.4 0.70 2.78 12.57 1.4 57.92 0.5 12.57 1.4 59.66 57.9 weir flow
101.5 0.75 2.64 12.57 1.5 61.02 0.5 12.57 1.5 61.75 61.0 weir flow
101.6 0.80 2.51 12.57 1.6 63.77 0.5 12.57 1.6 63.78 63.8 weir flow
101.7 0.85 2.38 12.57 1.7 66.19 0.5 12.57 1.7 65.74 65.7 orifice flow
101.8 0.90 2.25 12.57 1.8 68.35 0.5 12.57 1.8 67.65 67.6 orifice flow
101.9 0.95 2.14 12.57 1.9 70.29 0.5 12.57 1.9 69.50 69.5 orifice flow
102.0 1.00 2.03 12.57 2.0 72.08 0.5 12.57 2.0 71.31 71.3 orifice flow
*C From Design of Small Dams, based on Ho/Rs.
For Ho/Rs greater than 2.0, Co = 1.0.
NOTES:
Provide required freeboard above Hreq'd to pass QDesign Storm
Hreq'd = H where Qout >= QDesign Storm
Total depth in Desilt Basin shall equal: Riser Height + Hreq'd + Freeboardreq'd
Additional Sidenotes: Freeboard should be 2-feet for City of Chula Vista
Freeboard should be 1-foot for City of San Diego
C = 1.0007x6 - 5.8989x5 + 12.162x4 - 9.2185x3 + 0.5015x2 - 0.5702x + 4.0514
- equation used for 'C', (with x= Ho/Rs)
[PROVIDES THE SAME 'C' VALUES AS INDICATED ON PAGE 314 OF "DESIGN OF SMALL DAMS"
SB-BB-12
\\cp.rickeng.com\Projects\C_RIV_G\17883\17883-H_PA10\WaterRes\SWPPP\SedimentBasin&Trap-Sizing\SedimentBasin_BB-33.xls
Revised:
BUOYANCY CALCULATIONS
Spreadsheet Instructions:Enter project specific information into yellow boxes.
48 inches
24 inches 6 ft
5 feet 6 ft
6 feet 4 ft
62.4 pcf 144.0 ft3 OK
150 pcf
8,626 pounds
98 ft3
Job Name: Wingsweep
Job Number: 17883J
Date: 04/14/21
Diameter of Riser Pipe (D)Anchor Block Minimum Dimensions
Diameter of Outlet Pipe Length
Height of Riser (H)Width
Volume of Concrete2
Calculations:
1. Force riser = (D2p)/4 * gw * (H + X)
2. Volume concrete = Fr / (gc-gw)
3. Minimum Volume is based on a 1' concrete cover around all pipes
4. L x W x D
Distance from invert of pipe to
bottom of basin. (X)Depth
Unit Weigth of Water (gw)Minimum Volume3,4
Unit Weight of Concrete (gc)
Force of Riser (Fr)1
\\cp.rickeng.com\Projects\C_RIV_G\17883\17883-H_PA10\WaterRes\SWPPP\SedimentBasin&Trap-
Sizing\SedimentBasin_BB-33.xls
Appendix 9
Detention Calculations
Project: 17883J_Detention Simulation Run: 100yr 24hr
Start of Run: 01Jan2000, 00:00 Basin Model: Joint Basin
End of Run: 04Jan2000, 01:00 Meteorologic Model: 100yr 24hr
Compute Time:08Apr2021, 16:54:24 Control Specifications:72 hour
Hydrologic
Element
Drainage Area
(MI2)
Peak Discharge
(CFS)
Time of Peak Volume
(AC-FT)
Pre-Project 0.015 4.9 01Jan2000, 13:05 2.04
Post-Project 0.015 5.6 01Jan2000, 13:05 3.43
BMP 0.015 4.2 01Jan2000, 14:50 3.43
Project: 17883J_Detention Simulation Run: 100yr 24hr
Reservoir: BMP
Start of Run: 01Jan2000, 00:00 Basin Model: Joint Basin
End of Run: 04Jan2000, 01:00 Meteorologic Model: 100yr 24hr
Compute Time: 08Apr2021, 16:54:24 Control Specifications: 72 hour
Volume Units:AC-FT
Computed Results
Peak Inflow: 5.6 (CFS) Date/Time of Peak Inflow: 01Jan2000, 13:05
Peak Discharge: 4.2 (CFS) Date/Time of Peak Discharge:01Jan2000, 14:50
Inflow Volume: 3.43 (AC-FT) Peak Storage: 0.70 (AC-FT)
Discharge Volume:3.43 (AC-FT) Peak Elevation: 5.69 (FT)
St
o
r
a
g
e
(
A
C
-
F
T
)
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
El
e
v
(
f
t
)
3.80
4.05
4.30
4.55
4.80
5.05
5.30
5.55
5.80
00:00 12:00 00:00 12:00 00:00 12:00 00:00
01Jan2000 02Jan2000 03Jan2000
Fl
o
w
(
c
f
s
)
0
1
2
3
4
5
6
Reservoir "BMP" Results for Run "100yr 24hr"
Run:100yr 24hr Element:BMP Result:Storage Run:100yr 24hr Element:BMP Result:Pool Elevation
Run:100yr 24hr Element:BMP Result:Outflow Run:100yr 24hr Element:BMP Result:Combined Inflow
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Watershed Area .015 sq mi
1 Hour Storm
Point
Precipitation
1.2
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.2
Slope of
Rainfall
Intensity -
Duration
Curve
.55
3 Hour Storm
Point
Precipitation
1.8
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.8
6 Hour Storm
Point
Precipitation
2.5
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
2.5
24 Hour Storm
Point
Precipitation
4.3
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
4.3
Lag Time Calculator
Basin Factor - n .030
Length along longest watercourse - L 1100 ft
Length along longest watercourse measured upstream to a
point opposite the centroid of the area - Lca 499 ft
Elevation Difference 14.5 ft
Lag Time 0.072 hr
40% Lag Time 1.7 min
Run
Loss Rate Data Effective Rainfall S-Graphs
Average Adjusted Loss Rate Calculator (Plate E-2.1) Average Adjusted Loss Rate (Manual Entry)
Add Loss Rate Values
AMC Condition: II
Soil Group / Cover Type
View Chart
RI
Number
Perv.
Area
Infiltrn
Rate
(in/hr)
Land Use
Imp.
Area
Decimal
%
Adj.Infiltrn
Rate
(in/hr)
Area (acres)
-
Add
Soil Group / Cover Type RI
Number
Perv.
Area
Infiltrn
Land Use Imp.
Area
Decimal
%
Adj.Infiltrn
Rate
(in/hr)
Area (acres)Area/
Total
Area
Ave.
Adj.
Rate
(in/hr)
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Rate
(in/hr)
Barren N/A D 93 0.09100
Natural or
Agriculture
(0)
0 0.091 9.6 1 0.091
X
Total area =9.6
Average Soil Loss =0.091
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User Manual
Contact Project Planning (951) 955-1200
Watershed Area .015 sq mi
1 Hour Storm
Point
Precipitation
1.2
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.2
Slope of
Rainfall
Intensity -
Duration
Curve
.55
3 Hour Storm
Point
Precipitation
1.8
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.8
6 Hour Storm
Point
Precipitation
2.5
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
2.5
24 Hour Storm
Point
Precipitation
4.3
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
4.3
Lag Time Calculator
Basin Factor - n .030
Length along longest watercourse - L 1100 ft
Length along longest watercourse measured upstream to a
point opposite the centroid of the area - Lca 499 ft
Elevation Difference 14.5 ft
Lag Time 0.072 hr
40% Lag Time 1.7 min
Run
Loss Rate Data Effective Rainfall S-Graphs
Average Adjusted Loss Rate Calculator (Plate E-2.1) Average Adjusted Loss Rate (Manual Entry)
.091 in/hr
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HEC HMS Preprocessor
User Manual
Contact Project Planning (951) 955-1200
Watershed Area .015 sq mi
1 Hour Storm
Point
Precipitation
1.2
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.2
Slope of
Rainfall
Intensity -
Duration
Curve
.55
3 Hour Storm
Point
Precipitation
1.8
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.8
6 Hour Storm
Point
Precipitation
2.5
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
2.5
24 Hour Storm
Point
Precipitation
4.3
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
4.3
Lag Time Calculator
Basin Factor - n .030
Length along longest watercourse - L 1100 ft
Length along longest watercourse measured upstream to a
point opposite the centroid of the area - Lca 499 ft
Elevation Difference 14.5 ft
Lag Time 0.072 hr
40% Lag Time 1.7 min
Run
Loss Rate Data Effective Rainfall S-Graphs
Unit Time Period 5 min (Use interval less than 40% of lag time)
Low Loss 90 %
Fm (Percentage of F)
(24-hour Storm Only)50 % (Typically 50-75%)
Run
1 Hour
Unit
Time
Effective Rainfall
(inches)
00:00
00:05
00:10
00:15
00:20
00:25
00:30
0.038
0.04
0.048
0.052
0.054
0.067
3 Hour
Unit
Time
Effective Rainfall
(inches)
00:05
00:10
00:15
00:20
00:25
00:30
00:35
0.016
0.016
0.012
0.019
0.019
0.025
0.019
6 Hour
Unit
Time
Effective Rainfall
(inches)
00:05
00:10
00:15
00:20
00:25
00:30
00:35
0.005
0.007
0.007
0.007
0.007
0.01
0.01
24 Hour
Unit
Time
Effective Rainfall
(inches)
00:05
00:10
00:15
00:20
00:25
00:30
00:35
0
0
0
0
0
0
0
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00:35
00:40
00:45
00:50
00:55
01:00
0.076
0.097
0.146
0.374
0.074
0.044
00:40
00:45
00:50
00:55
01:00
01:05
01:10
01:15
01:20
01:25
01:30
01:35
01:40
01:45
01:50
01:55
02:00
02:05
02:10
02:15
02:20
02:25
02:30
02:35
02:40
02:45
02:50
02:55
03:00
0.025
0.025
0.019
0.021
0.025
0.032
0.032
0.032
0.028
0.039
0.041
0.036
0.041
0.052
0.048
0.045
0.046
0.048
0.068
0.082
0.055
0.115
0.124
0.14
0.099
0.028
0.025
0.025
0.003
00:40
00:45
00:50
00:55
01:00
01:05
01:10
01:15
01:20
01:25
01:30
01:35
01:40
01:45
01:50
01:55
02:00
02:05
02:10
02:15
02:20
02:25
02:30
02:35
02:40
02:45
02:50
02:55
03:00
03:05
03:10
03:15
03:20
03:25
03:30
03:35
03:40
03:45
03:50
03:55
04:00
04:05
04:10
04:15
04:20
04:25
04:30
04:35
04:40
04:45
04:50
04:55
05:00
05:05
05:10
0.01
0.01
0.01
0.01
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.015
0.012
0.015
0.015
0.015
0.015
0.015
0.015
0.015
0.017
0.017
0.017
0.017
0.017
0.02
0.02
0.02
0.022
0.025
0.027
0.027
0.03
0.03
0.032
0.032
0.035
0.037
0.04
0.042
0.045
0.045
0.047
0.05
0.052
0.052
0.055
0.057
0.07
0.082
00:40
00:45
00:50
00:55
01:00
01:05
01:10
01:15
01:20
01:25
01:30
01:35
01:40
01:45
01:50
01:55
02:00
02:05
02:10
02:15
02:20
02:25
02:30
02:35
02:40
02:45
02:50
02:55
03:00
03:05
03:10
03:15
03:20
03:25
03:30
03:35
03:40
03:45
03:50
03:55
04:00
04:05
04:10
04:15
04:20
04:25
04:30
04:35
04:40
04:45
04:50
04:55
05:00
05:05
05:10
0
0
0.001
0.001
0.001
0
0
0
0
0
0
0
0
0
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
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05:15
05:20
05:25
05:30
05:35
05:40
05:45
05:50
05:55
06:00
0.09
0.097
0.11
0.132
0.04
0.015
0.007
0.005
0.001
0
05:15
05:20
05:25
05:30
05:35
05:40
05:45
05:50
05:55
06:00
06:05
06:10
06:15
06:20
06:25
06:30
06:35
06:40
06:45
06:50
06:55
07:00
07:05
07:10
07:15
07:20
07:25
07:30
07:35
07:40
07:45
07:50
07:55
08:00
08:05
08:10
08:15
08:20
08:25
08:30
08:35
08:40
08:45
08:50
08:55
09:00
09:05
09:10
09:15
09:20
09:25
09:30
09:35
09:40
09:45
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.002
0.002
0.002
0.003
0.003
0.003
0.003
0.003
0.003
0.004
0.005
0.005
0.005
0.005
0.005
0.005
0.005
0.005
0.007
0.007
0.007
0.008
0.008
0.008
0.009
0.009
0.01
0.013
0.013
0.013
0.013
0.013
0.013
0.014
0.014
0.014
0.016
0.016
0.016
0.019
0.019
0.019
0.02
0.021
0.021
0.022
0.022
0.022
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09:50
09:55
10:00
10:05
10:10
10:15
10:20
10:25
10:30
10:35
10:40
10:45
10:50
10:55
11:00
11:05
11:10
11:15
11:20
11:25
11:30
11:35
11:40
11:45
11:50
11:55
12:00
12:05
12:10
12:15
12:20
12:25
12:30
12:35
12:40
12:45
12:50
12:55
13:00
13:05
13:10
13:15
13:20
13:25
13:30
13:35
13:40
13:45
13:50
13:55
14:00
14:05
14:10
14:15
14:20
0.023
0.023
0.023
0.014
0.014
0.014
0.014
0.014
0.014
0.021
0.021
0.021
0.021
0.021
0.021
0.02
0.02
0.02
0.02
0.02
0.02
0.017
0.017
0.017
0.019
0.019
0.019
0.029
0.029
0.029
0.03
0.03
0.031
0.033
0.033
0.033
0.035
0.035
0.035
0.042
0.042
0.042
0.042
0.042
0.042
0.027
0.027
0.027
0.027
0.027
0.027
0.032
0.032
0.032
0.031
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14:25
14:30
14:35
14:40
14:45
14:50
14:55
15:00
15:05
15:10
15:15
15:20
15:25
15:30
15:35
15:40
15:45
15:50
15:55
16:00
16:05
16:10
16:15
16:20
16:25
16:30
16:35
16:40
16:45
16:50
16:55
17:00
17:05
17:10
17:15
17:20
17:25
17:30
17:35
17:40
17:45
17:50
17:55
18:00
18:05
18:10
18:15
18:20
18:25
18:30
18:35
18:40
18:45
18:50
18:55
0.031
0.031
0.031
0.031
0.031
0.03
0.03
0.03
0.029
0.029
0.029
0.027
0.027
0.027
0.021
0.021
0.021
0.021
0.021
0.022
0.001
0.001
0.001
0.001
0.001
0.001
0
0
0
0
0
0
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0
0
0
0
0
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19:00
19:05
19:10
19:15
19:20
19:25
19:30
19:35
19:40
19:45
19:50
19:55
20:00
20:05
20:10
20:15
20:20
20:25
20:30
20:35
20:40
20:45
20:50
20:55
21:00
21:05
21:10
21:15
21:20
21:25
21:30
21:35
21:40
21:45
21:50
21:55
22:00
22:05
22:10
22:15
22:20
22:25
22:30
22:35
22:40
22:45
22:50
22:55
23:00
23:05
23:10
23:15
23:20
23:25
23:30
0
0
0
0
0.001
0.001
0.001
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
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23:35
23:40
23:45
23:50
23:55
00:00
0
0
0
0
0
0
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User Manual
Contact Project Planning (951) 955-1200
Watershed Area 0.01453125 sq mi
1 Hour Storm
Point
Precipitation
1.2
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.2
Slope of
Rainfall
Intensity -
Duration
Curve
.55
3 Hour Storm
Point
Precipitation
1.8
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.8
6 Hour Storm
Point
Precipitation
2.5
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
2.5
24 Hour Storm
Point
Precipitation
4.3
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
4.3
Lag Time Calculator
Basin Factor - n .015
Length along longest watercourse - L 1160 ft
Length along longest watercourse measured upstream to a
point opposite the centroid of the area - Lca 581 ft
Elevation Difference 28 ft
Lag Time 0.035 hr
40% Lag Time 0.8 min
Run
Loss Rate Data Effective Rainfall S-Graphs
Average Adjusted Loss Rate Calculator (Plate E-2.1) Average Adjusted Loss Rate (Manual Entry)
Add Loss Rate Values
AMC Condition: II
Soil Group / Cover Type
View Chart
RI
Number
Perv.
Area
Infiltrn
Rate
(in/hr)
Land
Use
Imp.
Area
Decimal
%
Adj.Infiltrn
Rate
(in/hr)
Area (acres)
-
Add
Soil Group / Cover Type RI
Number
Perv.
Area
Infiltrn
Land
Use
Imp.
Area
Decimal
%
Adj.Infiltrn
Rate
(in/hr)
Area (acres)Area/
Total
Area
Ave.
Adj.
Rate
(in/hr)
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Rate
(in/hr)
Urban Landscaping Good D 75 0.30300
20,000
S.F. Half
Acre
Lots (40)
40 0.194 9.3 1 0.194
X
Total area =9.3
Average Soil Loss =0.194
4/6/2021 content.rcflood.org/HECHMS/
content.rcflood.org/HECHMS/1/1
HEC HMS Preprocessor
User Manual
Contact Project Planning (951) 955-1200
Watershed Area 0.01453125 sq mi
1 Hour Storm
Point
Precipitation
1.2
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.2
Slope of
Rainfall
Intensity -
Duration
Curve
.55
3 Hour Storm
Point
Precipitation
1.8
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.8
6 Hour Storm
Point
Precipitation
2.5
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
2.5
24 Hour Storm
Point
Precipitation
4.3
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
4.3
Lag Time Calculator
Basin Factor - n .015
Length along longest watercourse - L 1160 ft
Length along longest watercourse measured upstream to a
point opposite the centroid of the area - Lca 581 ft
Elevation Difference 28 ft
Lag Time 0.035 hr
40% Lag Time 0.8 min
Run
Loss Rate Data Effective Rainfall S-Graphs
Average Adjusted Loss Rate Calculator (Plate E-2.1) Average Adjusted Loss Rate (Manual Entry)
.194 in/hr
4/6/2021 content.rcflood.org/HECHMS/
content.rcflood.org/HECHMS/1/7
HEC HMS Preprocessor
User Manual
Contact Project Planning (951) 955-1200
Watershed Area 0.01453125 sq mi
1 Hour Storm
Point
Precipitation
1.2
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.2
Slope of
Rainfall
Intensity -
Duration
Curve
.55
3 Hour Storm
Point
Precipitation
1.8
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.8
6 Hour Storm
Point
Precipitation
2.5
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
2.5
24 Hour Storm
Point
Precipitation
4.3
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
4.3
Lag Time Calculator
Basin Factor - n .015
Length along longest watercourse - L 1160 ft
Length along longest watercourse measured upstream to a
point opposite the centroid of the area - Lca 581 ft
Elevation Difference 28 ft
Lag Time 0.035 hr
40% Lag Time 0.8 min
Run
Loss Rate Data Effective Rainfall S-Graphs
Unit Time Period 5 min (Use interval less than 40% of lag time)
Low Loss .484 %
Fm (Percentage of F)
(24-hour Storm Only)50 % (Typically 50-75%)
Run
1 Hour
Unit
Time
Effective Rainfall
(inches)
00:00
00:05
00:10
00:15
00:20
00:25
00:30
0.045
0.048
0.055
0.06
0.061
0.074
3 Hour
Unit
Time
Effective Rainfall
(inches)
00:05
00:10
00:15
00:20
00:25
00:30
00:35
0.023
0.023
0.02
0.027
0.027
0.032
0.027
6 Hour
Unit
Time
Effective Rainfall
(inches)
00:05
00:10
00:15
00:20
00:25
00:30
00:35
0.012
0.015
0.015
0.015
0.015
0.017
0.017
24 Hour
Unit
Time
Effective Rainfall
(inches)
00:05
00:10
00:15
00:20
00:25
00:30
00:35
0.003
0.003
0.003
0.004
0.004
0.004
0.004
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00:35
00:40
00:45
00:50
00:55
01:00
0.084
0.104
0.153
0.38
0.081
0.051
00:40
00:45
00:50
00:55
01:00
01:05
01:10
01:15
01:20
01:25
01:30
01:35
01:40
01:45
01:50
01:55
02:00
02:05
02:10
02:15
02:20
02:25
02:30
02:35
02:40
02:45
02:50
02:55
03:00
0.032
0.032
0.027
0.029
0.032
0.039
0.039
0.039
0.036
0.047
0.048
0.043
0.048
0.059
0.056
0.052
0.054
0.056
0.075
0.09
0.063
0.122
0.131
0.147
0.106
0.036
0.032
0.032
0.011
00:40
00:45
00:50
00:55
01:00
01:05
01:10
01:15
01:20
01:25
01:30
01:35
01:40
01:45
01:50
01:55
02:00
02:05
02:10
02:15
02:20
02:25
02:30
02:35
02:40
02:45
02:50
02:55
03:00
03:05
03:10
03:15
03:20
03:25
03:30
03:35
03:40
03:45
03:50
03:55
04:00
04:05
04:10
04:15
04:20
04:25
04:30
04:35
04:40
04:45
04:50
04:55
05:00
05:05
05:10
0.017
0.017
0.017
0.017
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.022
0.02
0.022
0.022
0.022
0.022
0.022
0.022
0.022
0.025
0.025
0.025
0.025
0.025
0.027
0.027
0.027
0.03
0.032
0.035
0.035
0.037
0.037
0.04
0.04
0.042
0.045
0.047
0.05
0.052
0.052
0.055
0.057
0.06
0.06
0.062
0.065
0.077
0.09
00:40
00:45
00:50
00:55
01:00
01:05
01:10
01:15
01:20
01:25
01:30
01:35
01:40
01:45
01:50
01:55
02:00
02:05
02:10
02:15
02:20
02:25
02:30
02:35
02:40
02:45
02:50
02:55
03:00
03:05
03:10
03:15
03:20
03:25
03:30
03:35
03:40
03:45
03:50
03:55
04:00
04:05
04:10
04:15
04:20
04:25
04:30
04:35
04:40
04:45
04:50
04:55
05:00
05:05
05:10
0.004
0.004
0.006
0.006
0.006
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.006
0.006
0.006
0.006
0.006
0.006
0.006
0.006
0.006
0.007
0.007
0.007
0.007
0.007
0.007
0.007
0.007
0.007
0.007
0.007
0.007
0.007
0.007
0.007
0.009
0.009
0.009
0.009
0.009
0.009
0.01
0.01
0.01
0.01
0.01
0.01
0.012
0.012
0.012
0.009
0.009
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05:15
05:20
05:25
05:30
05:35
05:40
05:45
05:50
05:55
06:00
0.097
0.104
0.117
0.139
0.047
0.022
0.015
0.012
0.007
0.005
05:15
05:20
05:25
05:30
05:35
05:40
05:45
05:50
05:55
06:00
06:05
06:10
06:15
06:20
06:25
06:30
06:35
06:40
06:45
06:50
06:55
07:00
07:05
07:10
07:15
07:20
07:25
07:30
07:35
07:40
07:45
07:50
07:55
08:00
08:05
08:10
08:15
08:20
08:25
08:30
08:35
08:40
08:45
08:50
08:55
09:00
09:05
09:10
09:15
09:20
09:25
09:30
09:35
09:40
09:45
0.009
0.01
0.01
0.01
0.012
0.012
0.012
0.012
0.012
0.012
0.013
0.013
0.013
0.013
0.013
0.013
0.014
0.014
0.014
0.014
0.014
0.014
0.014
0.014
0.014
0.016
0.016
0.016
0.017
0.017
0.017
0.018
0.018
0.018
0.021
0.021
0.021
0.021
0.021
0.021
0.023
0.023
0.023
0.024
0.024
0.024
0.027
0.027
0.027
0.029
0.029
0.029
0.03
0.03
0.03
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09:50
09:55
10:00
10:05
10:10
10:15
10:20
10:25
10:30
10:35
10:40
10:45
10:50
10:55
11:00
11:05
11:10
11:15
11:20
11:25
11:30
11:35
11:40
11:45
11:50
11:55
12:00
12:05
12:10
12:15
12:20
12:25
12:30
12:35
12:40
12:45
12:50
12:55
13:00
13:05
13:10
13:15
13:20
13:25
13:30
13:35
13:40
13:45
13:50
13:55
14:00
14:05
14:10
14:15
14:20
0.031
0.031
0.031
0.021
0.021
0.021
0.021
0.021
0.021
0.029
0.029
0.029
0.029
0.029
0.029
0.027
0.027
0.027
0.027
0.027
0.027
0.024
0.024
0.024
0.026
0.026
0.026
0.036
0.036
0.036
0.037
0.037
0.037
0.04
0.04
0.04
0.042
0.042
0.042
0.048
0.048
0.048
0.048
0.048
0.048
0.033
0.033
0.033
0.033
0.033
0.033
0.039
0.039
0.039
0.037
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14:25
14:30
14:35
14:40
14:45
14:50
14:55
15:00
15:05
15:10
15:15
15:20
15:25
15:30
15:35
15:40
15:45
15:50
15:55
16:00
16:05
16:10
16:15
16:20
16:25
16:30
16:35
16:40
16:45
16:50
16:55
17:00
17:05
17:10
17:15
17:20
17:25
17:30
17:35
17:40
17:45
17:50
17:55
18:00
18:05
18:10
18:15
18:20
18:25
18:30
18:35
18:40
18:45
18:50
18:55
0.037
0.037
0.037
0.037
0.037
0.036
0.036
0.036
0.034
0.034
0.034
0.033
0.033
0.033
0.027
0.027
0.027
0.027
0.027
0.027
0.006
0.006
0.006
0.006
0.006
0.006
0.004
0.004
0.004
0.004
0.004
0.004
0.007
0.007
0.007
0.007
0.007
0.007
0.007
0.007
0.007
0.006
0.006
0.006
0.006
0.006
0.006
0.006
0.006
0.006
0.004
0.004
0.004
0.003
0.003
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19:00
19:05
19:10
19:15
19:20
19:25
19:30
19:35
19:40
19:45
19:50
19:55
20:00
20:05
20:10
20:15
20:20
20:25
20:30
20:35
20:40
20:45
20:50
20:55
21:00
21:05
21:10
21:15
21:20
21:25
21:30
21:35
21:40
21:45
21:50
21:55
22:00
22:05
22:10
22:15
22:20
22:25
22:30
22:35
22:40
22:45
22:50
22:55
23:00
23:05
23:10
23:15
23:20
23:25
23:30
0.003
0.004
0.004
0.004
0.006
0.006
0.006
0.004
0.004
0.004
0.003
0.003
0.003
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.004
0.003
0.003
0.003
0.004
0.004
0.004
0.003
0.003
0.003
0.004
0.004
0.004
0.003
0.003
0.003
0.004
0.004
0.004
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
0.003
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23:35
23:40
23:45
23:50
23:55
00:00
0.003
0.003
0.003
0.003
0.003
0.003
3/31/2021 content.rcflood.org/HECHMS/
content.rcflood.org/HECHMS/1/3
HEC HMS Preprocessor
User Manual
Contact Project Planning (951) 955-1200
Watershed Area 0.01453125 sq mi
1 Hour Storm
Point
Precipitation
1.2
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.2
Slope of
Rainfall
Intensity -
Duration
Curve
0.55
3 Hour Storm
Point
Precipitation
1.8
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
1.8
6 Hour Storm
Point
Precipitation
2.5
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
2.5
24 Hour Storm
Point
Precipitation
4.3
in.
Areal
Adjustment
Factor
100
%
Adjusted
Point
Precipitation
4.3
Lag Time Calculator
Basin Factor - n 0.015
Length along longest watercourse - L 1160 ft
Length along longest watercourse measured upstream to a
point opposite the centroid of the area - Lca 581 ft
Elevation Difference 28 ft
Lag Time 0.035 hr
40% Lag Time 0.8 min
Run
Loss Rate Data Effective Rainfall S-Graphs
Run S Graphs
S-Graph 1 S-Graph 2 S-Graph 3 S-Graph 4
Type:Mountain Type:Valley Type:Foothill Type:Desert
Weight
%
Weight
%100 Weight
%
Weight
%
Time in
Percent
of Lag
Discharge
(percent)
Time in
Percent
of Lag
Discharge
(percent)
Time in
Percent
of Lag
Discharge
(percent)
Time in
Percent
of Lag
Discharge
(percent)
0
0
0
0
0
0
0
0
0
0
0
2
4
6
8
10
12
14
16
18
0
12
21
28
34
39
44
48
51
55
0
2
4
6
8
10
12
14
16
18
0
0
0
0
0
0
0
0
0
0
0
2
4
6
8
10
12
14
16
18
0
0
0
0
0
0
0
0
0
0
0
2
4
6
8
10
12
14
16
18
S-Graph
Combined
Type:Combined
Weight
%
Time in
Percent
of Lag
Discharge
(percent)
0
12
21
28
34
39
44
48
51
0
2
4
6
8
10
12
14
16
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0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
82
84
86
88
90
92
94
96
98
100
58
61
64
67
70
73
75
78
81
83
86
89
92
94
97
100
103
107
111
115
120
126
132
138
146
154
164
174
186
200
215
233
254
279
309
343
386
440
508
611
820
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
82
84
86
88
90
92
94
96
98
100
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
82
84
86
88
90
92
94
96
98
100
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
82
84
86
88
90
92
94
96
98
100
55
58
61
64
67
70
73
75
78
81
83
86
89
92
94
97
100
103
107
111
115
120
126
132
138
146
154
164
174
186
200
215
233
254
279
309
343
386
440
508
611
820
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
82
84
86
88
90
92
94
96
98
100
S-Graph Combined
3/31/2021 content.rcflood.org/HECHMS/
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.,
r
~
fTI
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MIRA LOMA
DURATION FREQUENCY
MINUTES
10 100
YEAR YEAR
5 2.84 4.48
6 2.58 4.07
7 2.37 3.75
8 2.21 3.49
9 2.08 3.28
10 1. 96 3.10
11 1.87 2.95
12 1.78 2.82
13 1.71 2.70
14 1. 64 2.60
15 1. 58 2.50
16 1.53 2.42
17 1. 48 2.34
18 1. 44 2.27
19 1.40 2.21
20 1.36 2.15
22 1. 29 2.04
24 1.24 1.95
26 1.!8 1.87
28 1.14 1 .so
30 1. 10 1.73
32 1.06 1. 67
34 1.03 1.62
36 1.oo 1.57
38 • 97 1.53
40 .94 1. 49
45 .89 1.40
50 • 84 1.32
55 .eo 1. 26
60 • 76 1.20
65 .73 1.15
70 .70 1 .11
75 .68 1.07
80 • 65 1o03
85 • 63 1 • 0 0
SLOPE = .530
RAINFALL INTENSITY-INCHES
MURRIETA -TEMECULA NORCO
II. RANCHO CALIFORNIA
DURATION FREQUENCY DURATION FREQUENCY
MINUTES MINUTES
10 100 I 0 100
YEAR YEAR YEAR YEAR
5 3.45 5.10 5 2.77 4. 16
6 3.12 4.61 6 2.53 3.79
7 2.87 4.24 7 2,34 3.51
8 2.67 3.94 8 2.19 3.29
9 2.50 3.69 9 2.07 3.10
10 2.36 3.1o8 10 1. 96 2. 94
11 2.24 3.30 11 1. 87 2o80
12 2. 13 3.15 12 1. 79 2. 68
13 2.04 3.01 13 1.72 2.58
14 1. 96 2.89 14 1. 66 2.48
15 1. 89 2.79 15 I. 60 2o40
16 1.82 2.69 16 1.55 2o32
17 1.76 2.60 17 1. 50 2.25
18 I. 71 2.52 18 1. 46 2.19
19 1.66 2.45 19 lolo2 2.13
20 I. 61 2.38 20 1. 39 2.oa
22 1. 53 2.26 22 1. 32 I. 98
24 1. 46 2.15 24 1. 26 1· 90
26 1.39 2.06 26 1. 22 1.82
28 1. 34 1. 98 28 1. 17 1.76
30 1.29 I. 90 30 1. 13 1. 70
32 1. 24 I. 84 32 1.10 1 .&4
34 1. 20 1. 78 34 1,06 1o59
36 1.} 7 1. 72 36 1.03 1· 55 38 1.13 I. 67 38 1. 01 }.51
40 1.}0 I. 62 40 .98 1.47
45 1.03 1. 52 45 .92 }.39
50 .97 1. 44 50 .sa 1· 31 55 • 92 1.36 55 • 84 1. 25
60 • 88 1. 30 60 • 80 1 .20
65 • 84 1 .24 65 .77 1.15
70 .81 1.19 70 • 71o I. 11
75 • 78 1. 15 75 • 72 1. 07
80 • 75 1 • 11 80 .69 1o04
85 • 73 1. 07 85 • 67 1. 01
SLOPE = .550 SLOPE = .soo
PER HOUR
PALM SPRINGS PERRIS VALLEY
DURATION FREQUENCY DURATION FREQUENCY
MINUTES MINUTES
10 100 I 0 100
YEAR YEAR YEAR YEAR
5 4o23 6.76 5 2.64 3.78
6 3.80 6.08 6 2.41 3.1o6
7 3.48 5.56 7 2,24 3.21
8 3.22 5.15 8 2.09 3. 01
9 3, 0 I 4,81 9 1. 98 2.84
I 0 2.83 4.52 10 1,88 2.69 11 2.67 4.28 11 1.79 2.57
12 2.5. 4.07 12 1.72 2.46
13 2.43 3.88 13 1.65 2.37
14 2.33 3.72 14 1. 59 2.29
15 2.23 3.58 15 1.51o 2.21
16 2.15 3.44 16 1.49 2.llo
17 2.08 3.32 17 1.45 2.08 18 2.01 3.22 18 I. 41 2.02 19 1. 95 3.12 19 1.37 1.97
20 I, 89 3.03 20 1.34 1.92 22 1.79 2.86 22 1.28 I • 83 21o 1. 70 2.72 24 1.22 1· 75 26 1. 62 2.60 26 1. 18 1.69 28 1. 5& 2.49 28 1.13 1.&3
30 1. 49 2.39 30 1. 10 1.57 32 1. 44 2.30 32 1.0& 1. 52 31o 1. 39 2.22 31o 1.03 1• loB 36 1. 34 2.15 36 1.00 1.44 38 1.30 2.09 38 ,98 1.40
40 1. 27 2.02 40 ,95 I. 37 45 1.18 1. 89 45 .90 1.29 50 1.11 1. 78 50 .as 1. 22 55 1.05 1.68 55 • 81 I. 17 60 1. 00 1 .60 60 • 78 1 .12
65 .95 1.53 65 .75 1. 08 70 .91 1. 46 70 .72 1.04 75 .as 1.41 75 • 70 1.00 80 .as 1.35 80 .68 .97 85 • 82 1. 31 85 .6& .94
SLOPE = .580 SLOPE = .490
WINGSWEEP
1.2"
WINGSWEEP
1.8"
WINGSWEEP
2.5"
WINGSWEEP
4.3"
Area < 1 mi^2
Aerial Adjustment Factor ~100%