HomeMy WebLinkAboutLD21-2041Permit Number: LD21-2041
LD - Onsite Improvements/ Mass & Rough Grading
Issued: 02/06/2025
Expired: 09/24/2025
Job Address: Tract Map 37926
Legal Description:
City of Temecula - Land Development Division
41000 Main Street - Temecula, CA 92590
Mailing Address: P.O. Box 9033 Temecula, CA 92589-9033
Phone: (951) 308-6395 Fax: (951) 694-6475
ANY NOTICE OR NOTICES REQUIRED TO BE GIVEN PURSUANT TO THIS PERMIT SHALL BE SERVED
ON THE OTHER PARTY BY FIRST CLASS MAIL, POSTAGE PREPAID, AT THE FOLLOWING ADDRESS:
Emily Sipes
1770 Iowa Ave, 100
Riverside, CA 92507
(951) 826-2790
Applicant:
Contractor:
Description of Work: The City Engineer hereby authorizes the Property Owner and Applicant (if different from
Property Owner) (hereinafter collectively referred to a "Permittee") to do the following work including backfilling,
compaction, surfacing and/or as outlined in the description of work below:
Description:
Tract Map 37926 Rough Grading for Planning Area 12 (PA12)
Separate permits required:
1. Haul route permit for the export of material
2. Encroachment permit for ALL work within the City right-of-way
3. Retaining wall permit
Earthwork includes 32,000 CY excavation/32,000 CY embankment/0 CY export. Maximum 2:1 slopes. All
grading and improvements shall be as specified on the approved plans and per the preliminary soils report.
Perform grading in accordance with approved Grading Plans dated . A pre-grading conference is required
48 hours (minimum) in advance of any work done under this permit with the grading contractor and
City Inspector. A pre-grade meeting is required 48 hours prior to any work. Permittee shall contact e-mail
LDinspections@TemeculaCA.gov to schedule a meeting. Any field changes to the plan shall be approved by
the City Engineer. All required permits and inspections by Building and Safety for walls, etc. shall be completed
prior to any releases and/or other permits issued or released. Traffic and dust control shall be reviewed and
approved by the inspector.
Permitee Date
City Engineer or Authorized Representative Date
02/06/2025
Page 1 of 1
P U B L I C W O R K S D E P A R T M E N T
ON-SITE CONSTRUCTION SECURITY WORKSHEET
(Updated As Of July 1, 2021)
Page 1 of 5
P R O J E C T :D A T E :
L D NUMBER:P A NO.:
46568
RCE #
2. Show Amounts to the nearest $500.00 (Rounded Up)
21,500.00$
7,500.00$
-$
April 1, 2022
Engineer's Signature
P L E A S E R E A D I N S T R U C T I O N S B E L O W
3. For construction items not covered by "City of Temecula Construction Security Worksheet," Design Engineer is to
provide his opinion of construction cost and use that cost. If City of Temecula Unit Costs are determined to be too low, in
the opinion of the Design Engineer, the higher cost as provided by the Design Engineer should be used.
1. Quantities to be taken from improvement plans. Unit costs to be as provided on the "City of Temecula Construction
Security Worksheet."
21-2041
6/30/2023
The construction items and their quantities as shown on the attached worksheet are accurate for the construction of
the improvements required or implied to fulfill the Conditions of Approval for this project. The mathematical
extensions, using the City of Temecula's Unit Costs, are accurate for determining Fees.
D E S I G N E N G I N E E R S O P I N I O N O F C O N S T R U C T I O N S E C U R I T Y
BARRY J. COWAN
TM 37926
Engineer's Name (Typed or printed)
P A R C E L / T R A C T M A P : P A R C E L / L O T N O . :
4/1/2022WINGSWEEP PA 12
Date
Expiration Date
Civil Engineer's Stamp
302,000.00$
On-Site Improvements
On-Site Drainage Improvements
WQMP Improvements
Total
Erosion & Sediment Control Improvements 273,000.00$
\\cp.rickeng.com\projects\C_RIV_G\17883\17883-I_PA12\Admin\Estimates\CSW_RG.xls
APPROVED BY
CITY OF TEMECULA
PUBLIC WORKS
valerie.ycong 04/25/2022
04/25/2022 04/25/2022
04/25/20
P U B L I C W O R K S D E P A R T M E N T
ON-SITE CONSTRUCTION SECURITY WORKSHEET
(Updated As Of July 1, 2021)
Page 2 of 5
PROJECT DATE 4/1/2022
QUANTITY UNIT ITEM
UNIT
COST AMOUNT
C.Y. Crushed Aggregate Base Material ( ") $ 71.00 $ -
TON A.C. Pavement ( " Thickness [4" Minimum]) $ 95.00 $ -
S.F. Remove A.C. Pavement $ 1.00 $ -
L.F. A.C. Berm (8") $ 10.50 $ -
L.F. Remove A.C. Berm $ 3.50 $ -
S.F. P.C.C. Cross Gutter and Aprons (Spandrels) $ 10.50 $ -
L.F. P.C.C. Curb & Gutter (Type A-6) $ 10.50 $ -
L.F. Remove Curb & Gutter $ 18.00 $ -
S.F. P.C.C. Sidewalk $ 6.25 $ -
S.F. Remove Sidewalk $ 10.00 $ -
S.F. P.C.C. Driveway Approach $ 8.25 $ -
S.F. 1' Step @ Curb / Maintenance Walk (Median) $ 4.25 $ -
L.F. Concrete V-Ditch $ 20.00 $ -
EA ADA Access Ramps $ 1,545.00 $ -
L.F. Install Barricades $ 103.00 $ -
L.F. Remove Barricades $ 10.50 $ -
L.F. Utility Trench $ 10.50 $ -
EA Under Sidewalk Drain $ 2,000.00 $ -
EA Street Lights (including conduit) $ 5,150.00 $ -
EA Relocate Power Pole $ 10,000.00 $ -
L.F. Relocate Chain Link Fence $ 12.00 $ -
L.F. Remove Chain Link Fence $ 8.00 $ -
224 L.F. Remove Concrete V-Ditch $ 15.00 $ 3,360.00
22 C.Y. Concrete Lined J-Ditch $ 600.00 $ 13,200.00
1 C.Y. Concrete Splash Wall $ 600.00 $ 600.00
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
Subtotal:
20% Contingency:
TOTAL:
$3,555.55
$21,333.31
WINGSWEEP PA 12, TM 37926
O N - S I T E I M P R O V E M E N T S
$17,160.00
3.6% CPI Increase per City Resolution 05-101: $617.76
Unit Costs Updated On 7/1/2012 \\cp.rickeng.com\projects\C_RIV_G\17883\17883-I_PA12\Admin\Estimates\CSW_RG.xls
P U B L I C W O R K S D E P A R T M E N T
ON-SITE CONSTRUCTION SECURITY WORKSHEET
(Updated As Of July 1, 2021)
Page 3 of 5
PROJECT DATE 4/1/2022
QUANTITY UNIT ITEM
UNIT
COST AMOUNT
L.F. 18" R.C.P. $ 116.00 $ -
L.F. 24" R.C.P. $ 136.00 $ -
L.F. 30" R.C.P. $ 158.00 $ -
L.F. 36" R.C.P. $ 183.00 $ -
L.F. 42" R.C.P. $ 210.00 $ -
L.F. 48" R.C.P. $ 242.00 $ -
L.F. Catch Basins $ 510.00 $ -
EA Inlet Type IX & X $ 1,854.00 $ -
EA Manhole at Junction $ 4,635.00 $ -
EA Manhole No. 1 $ 5,768.00 $ -
EA Manhole No. 2 $ 6,695.00 $ -
EA Manhole No. 3 $ 5,768.00 $ -
EA Manhole No. 4 $ 6,695.00 $ -
EA Transition Structure No. 1 $ 15,213.00 $ -
EA Transition Structure No. 3 $ 4,867.00 $ -
EA Junction Structure No. 1 $ 3,657.00 $ -
EA Junction Structure No. 2 $ 4,872.00 $ -
EA Junction Structure No. 6 $ 6,087.00 $ -
72 C.Y. Rip Rap $ 52.00 $ 3,744.00
C.Y. Rip Rap (Grouted) $ 86.00 $ -
1 EA CMP Riser $ 1,500.00 $ 1,500.00
26 L.F. 24" CMP Pipe $ 30.00 $ 780.00
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
Subtotal:
20% Contingency:
TOTAL:
$1,248.17
$7,489.04
WINGSWEEP PA 12, TM 37926
O N - S I T E D R A I N A G E I M P R O V E M E N T S
$6,024.00
$216.86 3.6% CPI Increase per City Resolution 05-101:
Unit Costs Updated On 7/1/2012 \\cp.rickeng.com\projects\C_RIV_G\17883\17883-I_PA12\Admin\Estimates\CSW_RG.xls
P U B L I C W O R K S D E P A R T M E N T
ON-SITE CONSTRUCTION SECURITY WORKSHEET
(Updated As Of July 1, 2021)
Page 4 of 5
PROJECT DATE 4/1/2022
QUANTITY UNIT ITEM
UNIT
COST AMOUNT
CF Bio-Retention (cell or basin) $ 5.00 $ -
Cartridges Cartridge Filtration Boxes (per cartridge) $ 3,000.00 $ -
EA Catch Basin Baffle Filters $ 3,500.00 $ -
EA Catch Basin Debris Baskets $ 1,500.00 $ -
SF Conventional Grass-lined swale $ 5.00 $ -
CF Gravel Infiltration (trench or basin) $ 6.00 $ -
LF Infiltration Chambers/Galleries/Wells $ 175.00 $ -
SF Porous Concrete and Asphalt $ 12.00 $ -
SF Porous Pavers $ 14.00 $ -
EA Proprietary Filtration Planters $ 35,000.00 $ -
EA Proprietary Hydrodynamic Separators $ 10,000.00 $ -
CF Proprietary Detention/Retention Modular Boxes $ 10.00 $ -
EA Proprietary Tree Boxes $ 12,000.00 $ -
CF Raised Planter Boxes $ 6.00 $ -
CF Sand Filter (trench or basin) $ 4.00 $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
Subtotal:
20% Contingency:
TOTAL:
3.6% CPI Increase per City Resolution 05-101: $0.00
$0.00
$0.00
WINGSWEEP PA 12, TM 37926
W A T E R Q U A L I T Y M A N A G E M E N T P L A N I M P R O V E M E N T S
$0.00
Unit Costs Updated On 7/1/2012 \\cp.rickeng.com\projects\C_RIV_G\17883\17883-I_PA12\Admin\Estimates\CSW_RG.xls
P U B L I C W O R K S D E P A R T M E N T
ON-SITE CONSTRUCTION SECURITY WORKSHEET
(Updated As Of July 1, 2021)
Page 5 of 5
PROJECT DATE 4/1/2022
QUANTITY UNIT ITEM
UNIT
COST AMOUNT
EA Concrete Washout (with disposal) $ 3,000.00 $ -
CF Desilting Basin $ 1.30 $ -
11,031 LF Fiber Roll $ 6.50 $ 71,701.50
5,101 EA Gravel Bags $ 4.00 $ 20,404.00
LF Hay Bale $ 7.60 $ -
168,942 SF Hydroseeding / Hydro Mulch (with Bonded Fiber matrix) $ 0.15 $ 25,341.30
SF Hydroseeding / Hydro Mulch (without Bonded Fiber matrix) $ 0.10 $ -
SF Plastic Liner (visqueen) $ 0.30 $ -
9,073 LF Silt Fence (non-reinforced) $ 7.50 $ 68,047.50
LF Silt Fence (reinforced) $ 10.00 $ -
EA Stabilized Construction Entrance (with plates) $ 3,390.00 $ -
2 EA Stabilized Construction Entrance (without plates) $ 2,400.00 $ 4,800.00
SF Straw / Coconut Fiber Mat $ 0.28 $ -
SF Pyromat $ 1.00 $ -
364,792 SF Pad Stabalization Soil Binder (per CASQA EC-3) $ 0.08 $ 29,183.36
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
Subtotal:
20% Contingency:
TOTAL:
3.6% CPI Increase per City Resolution 05-101: $7,901.20
$45,475.77
$272,854.63
WINGSWEEP PA 12, TM 37926
E R O S I O N & S E D I M E N T C O N T R O L I M P R O V E M E N T S
$219,477.66
Unit Costs Updated On 7/1/2012 \\cp.rickeng.com\projects\C_RIV_G\17883\17883-I_PA12\Admin\Estimates\CSW_RG.xls
FINAL DRAINAGE STUDY
FOR
WINGSWEEP PROPERTY
PLANNING AREA 12
Tract #37926
Job Number 17883-I
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 12
Tract #37926
Job Number 17883-I
______________________________________
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-I.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 PA12 (Pre-Project)
Appendix 4: Drainage Study Map for Wingsweep PA12 (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-I.002
Rick Engineering Company – Water Resources Division 4-16-21
1
1.0 INTRODUCTION
1.1 Project Description
This drainage study presents hydrologic and hydraulic analyses for the proposed Wingsweep
Property Planning Area 12 project (herein referred to as the “project”). The project proposes the
development of approximately 15.7 acres north of Nicolas Road, west of Butterfield Sage Road,
and south of Roripaugh Valley road. The project consists of 104 residential single-family lots and
associated streets. The project is located in the City of Temecula, California (within the Riverside
County). 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 (and compacted) by others per Mass Grading Plan number LD04-004GR. The majority of
the runoff from the site flows southwesterly towards an existing temporary sediment trap/basin
located in the southwest corner prior to discharging to Gertrudis Creek.
In the post-project condition, the drainage characteristics from the site (Drainage Basin 1200) will
be very similar as compared to the pre-project conditions. Onsite runoff will be collected in a
proposed biofiltration basin BMP (replacing the existing sedimentation basin in the southwest
corner) prior to discharging to the Santa Gertrudis Creek via an existing storm drain. The
biofiltration BMP will provide pollutant control, hydromodification management, and flood
control benefits. A pervious slope located onsite along the eastern perimeter of the site have slopes
directing runoff away from the site and is designated as a “self-treating” area. Runoff from this
area will flow offsite to be collected by an existing storm drain system on Butterfield Stage Road
and discharge into the Santa Gertrudis Creek.
Prepared by: BH:JR:vs:k/files/Report/17883-I.002
Rick Engineering Company – Water Resources Division 4-16-21
2
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 as well. The report
is titled, “City of Temecula Water Quality Management Plan (WQMP) for Wingsweep PA12 –
Tract # 37926,” dated April 16, 2021, or subsequent versions thereof, prepared by Rick
Engineering Company (Job Number 17883-I). 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,” dated July, 2018.
Prepared by: BH:JR:vs:k/files/Report/17883-I.002
Rick Engineering Company – Water Resources Division 4-16-21
3
Figure 1: Vicinity Map
Prepared by: BH:JR:vs:k/files/Report/17883-I.002
Rick Engineering Company – Water Resources Division 4-16-21
4
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
Prepared by: BH:JR:vs:k/files/Report/17883-I.002
Rick Engineering Company – Water Resources Division 4-16-21
5
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 most of the site as Type ‘C’ soil. 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
Prepared by: BH:JR:vs:k/files/Report/17883-I.002
Rick Engineering Company – Water Resources Division 4-16-21
6
of hydrologic modeling, Type ‘D’ soils were used to calculate runoff coefficients. In a similar
fashion, where improvements are proposed, the underlying soils are assumed to be Type ‘D’ where
improvements are proposed due to the compaction condition and to also provide a more
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 pre-project and post-project conditions
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 – Hydrologic Summary for PA 12 (100-year Peak Flow Rate)
Drainage
Basin3
Pre-project1 Post-project1
Tc
(minutes)
Total Area
(Acres)
Peak Flow
Rate, Q100
(cfs)2
Tc
(minutes)
Total Area
(Acres)
Peak Flow
Rate, Q100
(cfs)2
1200 16.8 15.5 32.9 9.3 15.4 42.4
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 Study Maps
Prepared by: BH:JR:vs:k/files/Report/17883-I.002
Rick Engineering Company – Water Resources Division 4-16-21
7
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, except
where bypass flow occurs, a downstream inlet was sized to capture the bypass flow. 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)
Prepared by: BH:JR:vs:k/files/Report/17883-I.002
Rick Engineering Company – Water Resources Division 4-16-21
8
S = Slope of pipe (ft./ft.)
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 pipe sizes, 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 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. The details will be refined further, and the sizing calculation will be
provided during final engineering based on the weir or orifice equation with an assumed clogging
factor of 50%.
3.1.4 Energy Dissipater Design
Runoff from the Drainage Basin 1200 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-I.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 12 (Drainage Area 1200) 7.8 8.8 6.7
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-I.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-I.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 12. 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 12 – Tract # 37926,” dated April 16, 2021 (and any revisions
thereafter), prepared by Rick Engineering Company (Job Number 17883I), 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°6'19.05"W
33°33'4.53"N
117°5'41.59"W 33°32'34.54"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 4/28/2020 at 8:57:30 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. 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
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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.
NOTES:
WS
PAD RIDGE LINE
GF=PE
20'X20' MIN
GARAGE
E
W
S
LEGEND:
E
TRACT 37926, PA 12
13. MIN REAR YARD SETBACK: 10'
12. MIN INTERIOR SIDE YARD SETBACK: 5'
11. MIN CORNER SIDE YARD SETBACK: 15'
10. MIN SIDE ENTRY GARAGE SETBACK: 10'
9. MIN FRONT GARAGE SETBACK: 18'
8. MIN FRONT HOUSE SETBACK: 10'
7. MIN LOT DEPTH: 75'
6. MIN LOT WIDTH AT FRONT SETBACK: 40'
5. MIN LOT WIDTH: 40'
4. MIN LOT FRONTAGE AT FLAG: 20'
3. MIN LOT FRONTAGE AT PL: 25'
2. MAX LOT COVERAGE: 65%
1. MIN LOT SIZE: 3,000 SF
AT LOT LINES AS PRACTICAL.
TO BE LOCATED
STREET LIGHTS, TRANSFORMERS, FIRE HYDRANTS
P/L.
SIDE YARD RETAINING WALLS - 2-FEET MAX AT
MIN 1 STREET TREES PER LOT.
SETBACK ENCROACHMENTS.
REVIEW SP ZONING ORDINANCE FOR ALLOWED
MAY NOT ENCROACH INTO FMZ SETBACKS
HOMES ADJACENT TO FUEL MANAGEMENT ZONES
WATER LATERAL
SEWER LATERAL
SWALE
PAD LIMITS
LOT LINE
PUE
STREET LIGHT
GAS SERVICE
ELECTRICAL/
ROUGH GRADE PAD LINE
PUBLIC RIGHT-OF-WAY
5' SIDEWALK
CURB LINE STREET GRADE
HP
RECOMENDATION
GEOTECHNICAL
AS-GRADED
*MAY VARY PER
FF ELEV = 100.67
PAD ELEV = 100.00
1
%
M
I
N
S
W
A
L
E
1
%
M
I
N
S
W
A
L
E
MIN
5'
MIN
5'
M
I
N
5
'
2
%
M
A
X
1
2
%
M
A
X
5
'
5
'
1
8
'
M
I
N
1
0
'
M
I
N
3
'
M
I
N
30' MAX WIDTH
1
%
40'
7
5
'A A
B
B
3' MIN 3' MIN
SHEET 1 OF 2
SCALE:DATE:1"=20'
\\cp.rickeng.com\projects\C_RIV_G\17883\17883-I_PA12\Civil\Exhibits\17883I_exh001_PadCriteria01.dgn
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PA 12 - TR 37926
TYPICAL PAD DETAIL
4/14/21
JN 17883-I
SECTIONB-B
SECTIONA-A
5'
MIN
VARIES
SHEET 2 OF 2
FL 1% MIN SLOPE
GB
PAD-0.3'
MIN EL
0.5' BERM*
PLPL
VARIES
0.5'*
2:1 MAX
20% MAX SLOPE
5% MIN SLOPE
FL 1% MIN SLOPE
SLOPE PER PLAN
2:1 MAX
0.5'*
SLOPE
TOE OF
5'5'
MINMIN
3' MIN
5' PREFERRED
FINISH PAD GRADE
SEE PLAN
LOT WIDTH VARIES
SEE DETAILS THIS SHEET FOR BERM PLACEMENT.
BE REMOVED WITH PRECISE GRADING.
* - 0.5' BERMS ARE TEMPORARY AND TO
2:1
M
A
X2:1 M AX
PAD ELEVATION
FINISH FLOOR
2%
FENCE
PL
R/W
PAD LINE
ROUGH GRADE
75'5'5'
5'
N.T.S.
N.T.S.
SEE DETAILS THIS SHEET FOR BERM PLACEMENT.
BE REMOVED WITH PRECISE GRADING.
* - 0.5' BERMS ARE TEMPORARY AND TO
SCALE:DATE:1"=20'
\\cp.rickeng.com\projects\C_RIV_G\17883\17883-I_PA12\Civil\Exhibits\17883I_exh001_PadCriteria02.dgn
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PA 12 - TR 37926
TYPICAL PAD DETAIL
4/14/21
JN 17883-I
Appendix 3
Pre-project Condition Hydrology Workmap
1
2
1
5
23
X1192.6
X1192.7
X1193.2
X1193.7
X1194.1
X1194.6
1195
1 1 9 5
119 5
119
5
X1195.4
X1195.7
X1196.6
X 1196.6
X1196.8
X1197.1
X1197.3
X1197.6
X1197.6
X1197.6
X1197.7
9
1197.66
X1197.9
X1198.4
X1198.9
X1199.1
X
X1199.4
X1199.4
X 1199.5
X
MHX
X1199.6
12
0
0
1 2 0 0
12 0 0
1200
12051200
12 0 0
1200
12
0
0
1200
12 0 0
1200
1200
X
X1200.3
X1200.6
X 1200.7
X
X1201.2
1201.5
X 1201.6
X1201.8
X1201.8
X1202.2
X
X 1202.4
X1203.3
X1203.3
X1203.5
X1203.5
X 1203.5
X1203.8
X1203.9
X 1204.1
X
X
1204.4
X1204.4
X1204.5
X
X
X1204.7
X
X1204.9
12 0 5
1205
12
0
5
1205
1
2
0
5
1 2 0 5
12
0
5
1205
1205
1205
1205
1205
1205
1205
1205
1205
1 2 0 5
1205.2
X
X1205.3
X
X 1205.5
X
X1205.6
X
X
X1205.7
X1205.8
X
X
ASPH
MHX
X1206.1
X1206.2
X
X1206.4
X
X1206.6
X
X 1206.6
X1206.6
X
X1206.7
X1206.7
X
X
X
X 1206.9
X
X
X1207.2
X1207.3
X
X1207.4
X
X1207.4
X1207.4
P
BX
1207.6
X
X 1207.6
X 1207.6
MHX
X
ASPH
X
X1208.2
X1208.3
X
X1208.4
MHX
X1208.5
X1208.5
X1208.5
X1208.6
X1208.6
X
PB
X X1209.2
X1209.4
X1209.5
X1209.5
X
PBX
X
X
1210
1210
1210
12
10
12
10
12
10
1210
12 10
12
10
12 10
X1210.1
X1210.4
X1210.5
X
X1210.7
PBX
X 1211.2
X1211.3
X
X1211.4
X1211.4
MHX
X1211.5
X
MHX
X1211.6
X1211.6
X1211.6
P
B
X
X1211.7
MHX
X1211.7
X
X1211.7
P
B
X
X
X
X
X
X
X
MHX
P
B
X
X
P
B
X
X
MHX
X
X
P
BX
X
X
PBX
X1212.2
X
X
P
B
X
CONC
X
MHX
P
B
X
12 12
X
1 2 1 2
X
X 1212.4
X1212.5
X
X1212.5
X1212.5
X1212.5
X1212.7
X
X
X1212.8
CONC
ASPH
X
X
X
X
ASPH
X1213.2
X
X1213.2
X
X1213.3
X1213.3
X1213.3
X
MHX
X1213.4
X1213.4
X
X
X1213.5
X
X
X1213.5
X
X1213.7
X1213.7
X
X
X
X
X
X
X
X1214.2
X
X
X
P
B
X
X
X
X1215.0
1215
1215
12
15
1215
12
15
1215
12
15
1215
1215
12
15
P
B
X
X1215.1
X1215.2
X1215.3
X1215.4
X1215.4
X1215.7
X1215.7
X1215.7
X
X
X1215.9
X1216.2
X1216.3
X1216.3
X1216.3
X1216.3
X1216.4
X1216.6
X1216.8
PBX
X 1217.1
X
X1217.2
P
B
X
X1217.9
X1218.3
X1218.3
X1218.5
X1218.5
X1218.6
X1218.6
MHX
X1218.7
X1218.8
X1218.9
X1218.9
X1219.0
X1219.1
X1219.3
X1219.4
X1219.4
X1219.5
X1219.6
X1219.7
X1219.7
X1219.9
12
2
0
1220
1220
12
2
0
12
2
0
12
2
0
12
2
0
1220
12
10
1
2
2
0
1220
12
2
0
1220
12
2
0
X
X1220.3
X1220.5
PBX
X1220.8
X1221.1
X1221.3
X1221.3
PB
X
X1221.5
X1221.7
X1222.0
X
X
X1222.1
X1222.4
X1223.5
X1223.9
X1224.2
X
X1224.7
X
12
2
5
12
2
5
1225
122
5
12 2 5
12
2
5
12
2
5
12
2
5
12
2
0
1220
1220
1225
1230
1235
1235
1235
12
2
5
12
2
5
1225
122512
2
5
X1225.6
PBX
X
X1226.1
X1226.1
X1226.1
X
X1226.2
X
X1227.3
X1227.6X
ASPH
X1227.9X1228.0
X1228.1
X
PB
X
X1228.2
X1228.3
X
X1228.3
X1229.2
X1229.3
X1229.4
X 1229.4
X1229.6
X
12
3
0
12
3
0
1230
1230
12
3
0
1230
1230
12
3
0
12
3
0
12
3
0
12
3
0
1230
1230
1230
X1230.4 X 1230.4
X 1230.6
CONC
X
X1231.1
X1231.2
X1231.4
X1231.7
X 1231.8
X 1232.3
PB
X
X
MHX
X1232.9X1233.1
X
X1233.9
X1234.1
X1234.3
X
X1234.7
X1234.8
X1234.9
X
12
3
5
12
3
5
1
2
3
5
1235
12
3
5
1235
12 3 5
12
3
5
12
3
5
12
3
5
1235
1235
X
X
MHX
X1235.6
X1236.0
X1236.2
X1236.3
X
X1236.7
X1237.3
X1237.7
X
X
X1238.3
X
X1238.5
X1238.5
X
X1238.7
X
X
X
X
1240
12
4
0
12
4
0
1
2
4
0
1240
1240
1240
12
4
0
12
4
0
1240
1240
X
X
X1240.1
X1240.2
X1240.4
X1240.4
X1240.6
X1240.7
X
X1240.9
X1240.9
X
X
X1241.5
X
X1241.6
X1241.6
X1241.7
PBX
X
X
X1242.4
X1242.4
X
X1242.5
X
X
X1242.8
X1242.8
X1243.1
X
X1243.2
P
B
X
X1243.2
X1243.4X1244.2 X1244.3
X1244.5
X1244.7
X1244.8
X1244.8
X1244.9
12
4
5
12
4
5
12
4
5
12
4
5
1245
12
4
5
1245
1245
X1245.2
X
X1245.2
X
ASPH
X1245.7
X1246.3
X
PBX
X1246.6
X
X 1247.3
X
X
PBX
PB
X
X1249.6
X1249.6
X
ASPH
1250
1250
12
5
0
1250
1250
12
5
0
X 1250.1
X1250.3
X1250.3
X
X1250.6
MHX
X1251.6
X1251.6
X1251.8
X1252.2
PB
X
PBX
1255
1255
1255
1255
X
1260
1260
1260
PBX
13
1262.38
X 1263.1
MHX
X
1265
1265
1265
12
6
5
PBX
1270
1270
12
7
0
12
7
0
MHX
X
1275
1275
1275
X
X1278.7
X1279.9
1280
1280
1280
1280
MHX
X 1282.6
X 1283.6
X1284.6
1285
X1285.5
X1285.7
X1285.7
X1286.1
X1288.6 B
U
T
T
E
R
F
IE
LD
S
T
AGE
R
D
RORIPAUGH VALLEY RD
1210
1215
1220
12
15
1215
PA 12
REC. 4-21-2006
DOC NO.006-290818
OF DEDICATION PER
IRREVOCABLE OFFER
15.4 AC.
0.1 AC.
P
O
U
R
R
O
Y
R
O
A
D
RORIPAUGH VALLEY ROAD
BU
T T E R F IE LD
S TA
G
E RO
A
D
NI
C
O
L
AS
R
O
A
D
BASIN 1200
LCa = 718 ft.
Tc = 16.8 MIN.
A = 15.5 ACRES
Q100 = 32.9 CFS
BASIN 1200:
L = 1369 ft.
L = 82 ft.
1200
1201
1250
2
4
-
MA
R
-
2
0
2
1
1
1
:
0
3
\
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1
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8
8
3
\
1
7
8
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1
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\
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d
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n
NOT FOR CONSTRUCTION - EXHIBIT FOR DRAINAGE STUDY ONLY
(PRE-PROJECT)
J-17883-I
60 0 60
SCALE: 1" = 60'
120
c
2
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2
0
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WINGSWEEP PROPERTY
FOR
DRAINAGE STUDY MAP
LEGENDLEGEND
SUB BASIN DRAINAGE BOUNDARY
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
April 16, 2021J-17883-I
Appendix 4
Post-project Condition Hydrology Workmap
PA 12
1
2
1
5
23
1195
1 1 9 5
119 5
119
5
9
1197.66
X
X
MHX
12
0
0
1 2 0 0
12 0 0
1200
12051200
12 0 0
1200
12
0
0
1200
12 0 0
1200
1200
X
X
X
X
X
12 0 5
1205
12
0
5
1205
1
2
0
5
1 2 0 5
12
0
5
1205
1205
1205
1205
1205
1205
1205
1205
1205
1 2 0 5
X
X
X
X
X
X
X
ASPH
MHX
X
X
X
X
X
X
X
X
X
X
X
P
BX
X
MHX
X
ASPH
X
X
MHX
X
PB
X
X
PBX
X
X
1210
1210
1210
12
10
12
10
12
10
1210
12 10
12
10
12 10
X
PBX
X
MHX
X
MHX
P
B
X
MHX
X
P
B
X
X
X
X
X
X
X
MHX
P
B
X
X
P
B
X
X
MHX
X
X
P
BX
X
X
PBX
X
X
P
B
X
CONC
X
MHX
P
B
X
12 12
X
1 2 1 2
X
X
X
X
CONC
ASPH
X
X
X
X
ASPH
X
X
X
MHX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
P
B
X
X
X
1215
1215
12
15
1215
12
15
1215
12
15
1215
1215
12
15
P
B
X
X
X
PBX
X
P
B
X
MHX
12
2
0
1220
1220
12
2
0
12
2
0
12
2
0
12
2
0
1220
12
10
1
2
2
0
1220
12
2
0
1220
12
2
0
X
PBX
PB
X
X
X
X
X
12
2
5
12
2
5
1225
122
5
12 2 5
12
2
5
12
2
5
12
2
5
12
2
0
1220
1220
1225
1230
1235
1235
1235
12
2
5
12
2
5
1225
122512
2
5
PBX
X
X
X
X
ASPH
X
PB
X
X
X
12
3
0
12
3
0
1230
1230
12
3
0
1230
1230
12
3
0
12
3
0
12
3
0
12
3
0
1230
1230
1230
CONC
X
PB
X
X
MHX
X
X
X
12
3
5
12
3
5
1
2
3
5
1235
12
3
5
1235
12 3 5
12
3
5
12
3
5
12
3
5
1235
1235
X
X
MHX
X
X
X
X
X
X
X
X
X
1240
12
4
0
12
4
0
1
2
4
0
1240
1240
1240
12
4
0
12
4
0
1240
1240
X
X
X
X
X
X
PBX
X
X
X
X
X
X
P
B
X
12
4
5
12
4
5
12
4
5
12
4
5
1245
12
4
5
1245
1245
X
X
ASPH
X
PBX
X
X
X
PBX
PB
X
X
ASPH
1250
1250
12
5
0
1250
1250
12
5
0
X
MHX
PB
X
PBX
1255
1255
1255
1255
X
1260
1260
1260
PBX
13
1262.38
MHX
X
1265
1265
1265
12
6
5
PBX
1270
1270
12
7
0
12
7
0
MHX
X
1275
1275
1275
X
1280
1280
1280
1280
MHX
1285
B
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RORIPAUGH VALLEY RD
1210
1215
1220
12
15
1215
REC. 4-21-2006
DOC NO.006-290818
OF DEDICATION PER
IRREVOCABLE OFFER
P
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RORIPAUGH VALLEY ROAD
BU
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BASIN 1200
0.1 AC.
1.2 AC.
1230
1210
1211
1201
1205
1220
1254
1231
1235
1246
1253
1255
1240
1241
1244
2.0 AC.
1.7 AC
0.5 AC
0.3 AC
1.1 AC
1.1 AC
0.1 AC.
0.8 AC.
0.7 AC
0.8 AC
0.1 AC
1200
1203
1215
1216
1208 L = 1373 ft.
Delta H = 37 ft.
LCa = 686 ft.
1.0 AC
1204
1207
1206
1209
1218
1212
1210
1.0 AC
1232
1234
1233
1.5 AC
1.4 AC
1242
1245
1243
1251
1248
1247
1250
Tc = 9.3 MIN.
A = 15.4 ACRES
Q100 = 42.4 CFS
BASIN 1200:
1252
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STREET "C"
S T R E E T "F "
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NOT FOR CONSTRUCTION - EXHIBIT FOR DRAINAGE STUDY ONLY
(POST-PROJECT)
J-17883-I
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 PLANNING AREA 12
WINGSWEEP PROPERTY
FOR
DRAINAGE STUDY MAP
LEGENDLEGEND
SUB BASIN DRAINAGE BOUNDARY
XXXXX
XX.X AC.
BOUNDARY
MAJOR DRAINAGE BASIN
DRAINAGE AREA
DRAINAGE NODE ID
POINT OF INTEREST (POI)
FLOW PATH
BASIN BOUNDARY
CENTROID OF MAJOR DRAINAGE
April 16, 2021J-17883-I
Appendix 5
Hydrology AES Output
(Pre-project & Post-project)
P1200E00.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 12 (FINAL ENGINEERING); J-17883-I *
* 100-YEAR EXISTING CONDITIONS *
* BASIN 1200 *
**************************************************************************
FILE NAME: P1200E00.RAT
TIME/DATE OF STUDY: 09:46 04/08/2021
----------------------------------------------------------------------------
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
P1200E00.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 1200.00 TO NODE 1201.00 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) = 82.00
UPSTREAM ELEVATION(FEET) = 1244.00
DOWNSTREAM ELEVATION(FEET) = 1243.00
ELEVATION DIFFERENCE(FEET) = 1.00
TC = 0.709*[( 82.00**3)/( 1.00)]**.2 = 9.981
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.393
USER-SPECIFIED RUNOFF COEFFICIENT = .7958
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.27
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.27
****************************************************************************
FLOW PROCESS FROM NODE 1201.00 TO NODE 1255.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1243.00 DOWNSTREAM(FEET) = 1213.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 1287.00 CHANNEL SLOPE = 0.0233
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) = 2.734
USER-SPECIFIED RUNOFF COEFFICIENT = .7741
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.78
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.15
AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 6.80
Tc(MIN.) = 16.78
SUBAREA AREA(ACRES) = 15.40 SUBAREA RUNOFF(CFS) = 32.59
TOTAL AREA(ACRES) = 15.5 PEAK FLOW RATE(CFS) = 32.86
2
P1200E00.RES
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.44 FLOW VELOCITY(FEET/SEC.) = 3.94
LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1255.00 = 1369.00 FEET.
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 15.5 TC(MIN.) = 16.78
PEAK FLOW RATE(CFS) = 32.86
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
3
P1200P00.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 12 (FINAL ENGINEERING); J-17883-I *
* 100-YEAR PROPOSED CONDITIONS *
* BASIN 1200 *
**************************************************************************
FILE NAME: P1200P00.RAT
TIME/DATE OF STUDY: 09:40 04/08/2021
----------------------------------------------------------------------------
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
P1200P00.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 1200.00 TO NODE 1201.00 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) = 123.00
UPSTREAM ELEVATION(FEET) = 1252.00
DOWNSTREAM ELEVATION(FEET) = 1246.50
ELEVATION DIFFERENCE(FEET) = 5.50
TC = 0.393*[( 123.00**3)/( 5.50)]**.2 = 5.010
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.518
USER-SPECIFIED RUNOFF COEFFICIENT = .8597
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.39
****************************************************************************
FLOW PROCESS FROM NODE 1201.00 TO NODE 1203.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================
UPSTREAM ELEVATION(FEET) = 1246.50 DOWNSTREAM ELEVATION(FEET) = 1238.00
STREET LENGTH(FEET) = 334.00 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 = 1
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
P1200P00.RES
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.09
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 8.08
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.02
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74
STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 6.85
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.966
USER-SPECIFIED RUNOFF COEFFICIENT = .8547
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.39
TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.78
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 10.54
FLOW VELOCITY(FEET/SEC.) = 3.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.99
LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1203.00 = 457.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1203.00 TO NODE 1203.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.85
RAINFALL INTENSITY(INCH/HR) = 3.97
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.78
****************************************************************************
FLOW PROCESS FROM NODE 1210.00 TO NODE 1211.00 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) = 100.00
UPSTREAM ELEVATION(FEET) = 1277.00
DOWNSTREAM ELEVATION(FEET) = 1250.00
ELEVATION DIFFERENCE(FEET) = 27.00
TC = 0.709*[( 100.00**3)/( 27.00)]**.2 = 5.816
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.246
USER-SPECIFIED RUNOFF COEFFICIENT = .8147
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.04
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.04
3
P1200P00.RES
****************************************************************************
FLOW PROCESS FROM NODE 1211.00 TO NODE 1203.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1247.00 DOWNSTREAM(FEET) = 1235.00
FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.79
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.04
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 6.00
LONGEST FLOWPATH FROM NODE 1210.00 TO NODE 1203.00 = 198.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1203.00 TO NODE 1203.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.00
RAINFALL INTENSITY(INCH/HR) = 4.19
TOTAL STREAM AREA(ACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.04
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.78 6.85 3.966 1.10
2 1.04 6.00 4.191 0.30
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
4
P1200P00.RES
1 4.35 6.00 4.191
2 4.76 6.85 3.966
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.76 Tc(MIN.) = 6.85
TOTAL AREA(ACRES) = 1.4
LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1203.00 = 457.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1203.00 TO NODE 1208.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1235.00 DOWNSTREAM(FEET) = 1224.40
FLOW LENGTH(FEET) = 303.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.82
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.76
PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 7.43
LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1208.00 = 760.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1208.00 TO NODE 1208.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 1204.00 TO NODE 1205.00 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) = 310.00
UPSTREAM ELEVATION(FEET) = 1238.00
DOWNSTREAM ELEVATION(FEET) = 1227.50
ELEVATION DIFFERENCE(FEET) = 10.50
TC = 0.393*[( 310.00**3)/( 10.50)]**.2 = 7.665
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.786
USER-SPECIFIED RUNOFF COEFFICIENT = .8527
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 3.55
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.55
5
P1200P00.RES
****************************************************************************
FLOW PROCESS FROM NODE 1205.00 TO NODE 1205.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.67
RAINFALL INTENSITY(INCH/HR) = 3.79
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.55
****************************************************************************
FLOW PROCESS FROM NODE 1215.00 TO NODE 1216.00 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) = 340.00
UPSTREAM ELEVATION(FEET) = 1280.00
DOWNSTREAM ELEVATION(FEET) = 1240.00
ELEVATION DIFFERENCE(FEET) = 40.00
TC = 0.709*[( 340.00**3)/( 40.00)]**.2 = 11.204
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.234
USER-SPECIFIED RUNOFF COEFFICIENT = .7912
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.28
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.28
****************************************************************************
FLOW PROCESS FROM NODE 1216.00 TO NODE 1205.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1237.00 DOWNSTREAM(FEET) = 1225.50
FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.21
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.28
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 11.38
LONGEST FLOWPATH FROM NODE 1215.00 TO NODE 1205.00 = 439.00 FEET.
6
P1200P00.RES
****************************************************************************
FLOW PROCESS FROM NODE 1205.00 TO NODE 1205.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.38
RAINFALL INTENSITY(INCH/HR) = 3.21
TOTAL STREAM AREA(ACRES) = 0.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.28
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.55 7.67 3.786 1.10
2 1.28 11.38 3.212 0.50
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.41 7.67 3.786
2 4.29 11.38 3.212
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.41 Tc(MIN.) = 7.67
TOTAL AREA(ACRES) = 1.6
LONGEST FLOWPATH FROM NODE 1215.00 TO NODE 1205.00 = 439.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1205.00 TO NODE 1208.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1225.50 DOWNSTREAM(FEET) = 1224.40
FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
7
P1200P00.RES
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.80
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.41
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.69
LONGEST FLOWPATH FROM NODE 1215.00 TO NODE 1208.00 = 456.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1208.00 TO NODE 1208.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.41 7.69 3.781 1.60
LONGEST FLOWPATH FROM NODE 1215.00 TO NODE 1208.00 = 456.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.76 7.43 3.836 1.40
LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1208.00 = 760.00 FEET.
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.02 7.43 3.836
2 9.10 7.69 3.781
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.02 Tc(MIN.) = 7.43
TOTAL AREA(ACRES) = 3.0
****************************************************************************
FLOW PROCESS FROM NODE 1208.00 TO NODE 1208.00 IS CODE = 12
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
8
P1200P00.RES
FLOW PROCESS FROM NODE 1208.00 TO NODE 1208.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.43
RAINFALL INTENSITY(INCH/HR) = 3.84
TOTAL STREAM AREA(ACRES) = 3.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.02
****************************************************************************
FLOW PROCESS FROM NODE 1206.00 TO NODE 1207.00 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) = 385.00
UPSTREAM ELEVATION(FEET) = 1242.00
DOWNSTREAM ELEVATION(FEET) = 1227.50
ELEVATION DIFFERENCE(FEET) = 14.50
TC = 0.393*[( 385.00**3)/( 14.50)]**.2 = 8.184
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.684
USER-SPECIFIED RUNOFF COEFFICIENT = .8516
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.51
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.51
****************************************************************************
FLOW PROCESS FROM NODE 1207.00 TO NODE 1208.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1225.50 DOWNSTREAM(FEET) = 1224.40
FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.35
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.51
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.26
LONGEST FLOWPATH FROM NODE 1206.00 TO NODE 1208.00 = 417.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1208.00 TO NODE 1208.00 IS CODE = 1
9
P1200P00.RES
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.26
RAINFALL INTENSITY(INCH/HR) = 3.67
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.51
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.02 7.43 3.836 3.00
2 2.51 8.26 3.671 0.80
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.28 7.43 3.836
2 11.14 8.26 3.671
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.28 Tc(MIN.) = 7.43
TOTAL AREA(ACRES) = 3.8
LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1208.00 = 760.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1208.00 TO NODE 1218.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1224.40 DOWNSTREAM(FEET) = 1209.50
FLOW LENGTH(FEET) = 426.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.10
10
P1200P00.RES
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.28
PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 8.07
LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1218.00 = 1186.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1218.00 TO NODE 1218.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.07
RAINFALL INTENSITY(INCH/HR) = 3.71
TOTAL STREAM AREA(ACRES) = 3.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.28
****************************************************************************
FLOW PROCESS FROM NODE 1209.00 TO NODE 1210.00 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) = 428.00
UPSTREAM ELEVATION(FEET) = 1227.50
DOWNSTREAM ELEVATION(FEET) = 1215.00
ELEVATION DIFFERENCE(FEET) = 12.50
TC = 0.393*[( 428.00**3)/( 12.50)]**.2 = 8.983
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.544
USER-SPECIFIED RUNOFF COEFFICIENT = .8499
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 3.31
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.31
****************************************************************************
FLOW PROCESS FROM NODE 1210.00 TO NODE 1218.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1212.00 DOWNSTREAM(FEET) = 1209.50
FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.60
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
11
P1200P00.RES
PIPE-FLOW(CFS) = 3.31
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 9.00
LONGEST FLOWPATH FROM NODE 1209.00 TO NODE 1218.00 = 444.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1218.00 TO NODE 1218.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.00
RAINFALL INTENSITY(INCH/HR) = 3.54
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.31
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 11.28 8.07 3.707 3.80
2 3.31 9.00 3.541 1.10
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 14.25 8.07 3.707
2 14.09 9.00 3.541
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.25 Tc(MIN.) = 8.07
TOTAL AREA(ACRES) = 4.9
LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1218.00 = 1186.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1218.00 TO NODE 1218.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
12
P1200P00.RES
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.07
RAINFALL INTENSITY(INCH/HR) = 3.71
TOTAL STREAM AREA(ACRES) = 4.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.25
****************************************************************************
FLOW PROCESS FROM NODE 1211.00 TO NODE 1212.00 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) = 401.00
UPSTREAM ELEVATION(FEET) = 1227.50
DOWNSTREAM ELEVATION(FEET) = 1215.00
ELEVATION DIFFERENCE(FEET) = 12.50
TC = 0.393*[( 401.00**3)/( 12.50)]**.2 = 8.639
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.603
USER-SPECIFIED RUNOFF COEFFICIENT = .8506
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 3.06
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.06
****************************************************************************
FLOW PROCESS FROM NODE 1212.00 TO NODE 1218.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1212.00 DOWNSTREAM(FEET) = 1209.50
FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.78
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.06
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.68
LONGEST FLOWPATH FROM NODE 1211.00 TO NODE 1218.00 = 430.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1218.00 TO NODE 1218.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
13
P1200P00.RES
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.68
RAINFALL INTENSITY(INCH/HR) = 3.59
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.06
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 14.25 8.07 3.707 4.90
2 3.06 8.68 3.595 1.00
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 17.09 8.07 3.707
2 16.88 8.68 3.595
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 17.09 Tc(MIN.) = 8.07
TOTAL AREA(ACRES) = 5.9
LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1218.00 = 1186.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1218.00 TO NODE 1220.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1209.50 DOWNSTREAM(FEET) = 1205.40
FLOW LENGTH(FEET) = 74.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.55
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 17.09
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.15
LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1220.00 = 1260.00 FEET.
14
P1200P00.RES
****************************************************************************
FLOW PROCESS FROM NODE 1220.00 TO NODE 1254.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1205.40 DOWNSTREAM(FEET) = 1205.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 90.00 CHANNEL SLOPE = 0.0044
CHANNEL BASE(FEET) = 120.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00
CHANNEL FLOW THRU SUBAREA(CFS) = 17.09
FLOW VELOCITY(FEET/SEC.) = 0.95 FLOW DEPTH(FEET) = 0.15
TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 9.73
LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1254.00 = 1350.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1254.00 TO NODE 1254.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 1230.00 TO NODE 1231.00 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) = 122.00
UPSTREAM ELEVATION(FEET) = 1252.00
DOWNSTREAM ELEVATION(FEET) = 1246.00
ELEVATION DIFFERENCE(FEET) = 6.00
TC = 0.393*[( 122.00**3)/( 6.00)]**.2 = 4.899
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.522
USER-SPECIFIED RUNOFF COEFFICIENT = .8597
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.39
****************************************************************************
FLOW PROCESS FROM NODE 1231.00 TO NODE 1232.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================
UPSTREAM ELEVATION(FEET) = 1246.00 DOWNSTREAM ELEVATION(FEET) = 1219.00
15
P1200P00.RES
STREET LENGTH(FEET) = 674.00 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 = 1
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.62
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 9.37
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.05
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08
STREET FLOW TRAVEL TIME(MIN.) = 2.77 Tc(MIN.) = 7.77
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.764
USER-SPECIFIED RUNOFF COEFFICIENT = .8525
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 6.42
TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 6.81
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 12.24
FLOW VELOCITY(FEET/SEC.) = 4.71 DEPTH*VELOCITY(FT*FT/SEC.) = 1.50
LONGEST FLOWPATH FROM NODE 1230.00 TO NODE 1232.00 = 796.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1232.00 TO NODE 1235.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1216.00 DOWNSTREAM(FEET) = 1214.00
FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.97
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.81
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.86
LONGEST FLOWPATH FROM NODE 1230.00 TO NODE 1235.00 = 850.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1235.00 TO NODE 1235.00 IS CODE = 1
16