Submitted To:
City of Moreno Valley
PRELIMINARY DRAINAGE REPORT
To Support:
Tract No. 38443
Plan Check No:
3/18/2024
Job No. 10.094
Prepared For:
Highpointe, LLC
560 Technology, Suite 100
Irvine, CA 92618
Prepared By:
200 SOUTH MAIN STREET, SUITE 300
CORONA, CA 92882
Dillon Strand Date
TABLE OF CONTENTS
I. INTRODUCTION………………………………………………………………………… 1
A. PURPOSE OF DRAINAGE STUDY………………….………………………………. 1
B. PROJECT OBJECTIVES……...………………………………………………………. 1
C. PROJECT DESCRIPTION……..……………………………………………………... 1
II. HYDROLOGY……………………………………………………….………………….. 3
A. GENERAL GUIDELINES………………………………..…………………………….. 3
B. RATIONAL METHOD HYDROLOGY CALCULATION…………………………….. 4 C. SYNTHETIC UNIT HYDROGRAPH METHOD CALCULATION…………………. 5 D. HYDROGRAPH ROUTING METHOD CALCULATION……………………………. 5
E. FLOOD ASSESMENT………..………………………………………………………... 6
III. HYDRAULICS………………………………………………………………………… 6
A. SPILLWAY……………………………………………………………………………. 6
B. LINE H…………………………………………………………………………………. 6
IV. SUMMARY OF RESULTS……………………………………………………………. 6
APPENDICES
APPENDIX A HYDROLOGY MAP
STORM DRAIN AND PEAK FLOW SUMMMARY MAP
APPENDIX B RATIONAL METHOD ANALYSIS
APPENDIX C UNIT HYDROGRAPH CALCULATIONS
APPENDIX D FLOOD ROUTING CALCULATIONS
APPENDIX E SITE PLAN
APPENDIX F VICINITY MAP
APPENDIX G HYDRAULIC CALCULATIONS
EMERGENCY SPILLWAY CALCULATIONS
LINE H HYDRAULIC CALCULATIONS
APPENDIX H REFERENCE DOCUMENTS
SOILS MAP
RAINFALL DATA
MORENO MASTER PLAN OF DRAINAGE
FIRM MAP
REFERENCE PLANS
APPENDIX I OFFSITE HYDROLOGY CALCULATIONS
OFFSITE HYDROLOGY MAP
OFFSITE UNIT HYDROGRAPH CALCULATIONS
BULKED FLOW & SEDIMENT VOLUME CALCULATIONS
SEDIMENT BASIN HYDRAULIC CALCULATIONS
STREET A – HYDRAULIC CAPACITY CALCULATIONS
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I. INTRODUCTION
A. PURPOSE OF DRAINAGE STUDY
The proposed storm drain improvements are in the City of M oreno Valley County of Riverside , California. See Vicinity Map. Tract No. 38443 Project will consist of single-family residential housing.
The Moreno Master Drainage Plan , Revision No. 2 April 2015, has been prepared by Riverside County Flood Control and Water Conservation District for the project area. The purpose of this report is to compute the developed condition hydrology calculations to demonstrate compliance with the Moreno Master Drainage Plan.
The proposed development is generally bound by Cottonwood Avenue to the north, residential development and undeveloped land to the east and west, and Bay Avenue to the south . Access to the site is currently provided from Bay Avenue and Cottonwood Avenue.
This preliminary study provides hydrology, detention basin sizing, spillway design calculations, a summary o f runoff estimates for the developed condition, and an overview of impacts to existing drainage facilities.
Hydrology calculations for the 100-year storm are included in this report. This study was prepared to demonstrate conformance with the Riverside County Flood Control and Water Conservation District Moreno Master Drainage Plan, Revision No. 2 April 2015. A copy of this report has been included in Appendix H.
A water quality / detention basin is proposed to treat pollutants and mitigate developed flows for Tract No. 38443. The basin ensures the total runoff discharged to Line H remains the same as the Moreno Master Drainage Plan. To document broad regional compliance, Tract No. 38442 to the south of this project has been included in the calculations as reference. A separate drainage report for Tract No. 38442 has been prepared and should be referenced for Tr act No. 38442 improvements . Based on information available now, construction of Tract No. 38442 and Tract No. 38443 will overlap and be constructed by the same developer . Therefore, hydrology models presented in this report show the ultimate condition of both tracts being developed.
As requested by the City of Moreno Valley and the Riverside County Flood Control & Water Conservation District, an analysis of the existing Cottonwood Sediment Basin is included in Appendix I. The current app roach is to improve the existing sediment/flooding condition that Tract No. 3844 3 does not contribute to by providing additional culverts, sediment mitigation, and providing A Street as an overflow path.
B. PROJECT OBJECTIVES
The following objectives will be addressed in this drainage study:
• A description of the phy sical setting of Tract No. 3844 3 and the potential for flooding in this area.
• Discussion of existing drainage facilities.
• Watershed storm water runoff analysis utilizing Rational Method , Unit Hydrograph and Floo d Routing hydrology calculations.
• Develop in-tract drainage storm drain system layout for Tract No. 38443. • Analyze offsite upstream drainage areas
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C. PROJECT DESCRIPTION
Tract No. 38443 Project drainage boundary encompasses approximately 30 acres. The proposed development will build 135 single family homes, sidewalks, streets, open space areas, a Detention/Extended Detention Basin, and a storm drain network system to convey offsite & onsite runoff.
Tract No. 38442 and Tract No. 38443 will extend Line H in accordance with the Moreno Master Drainage Plan from Cottonwood Avenue through proposed Street A and connect to an existing 90” RCP in Alessandro Boulevard. The proposed Line H section will capture drainage areas upstream of the project site, offsite runoff, and project flows. A new Detention / Extended Detention Basin will collect project runoff and mitigate 100 year flows to comply with the Moreno Master Drainage Plan for Line H.
Detention / Extended Detention Basin No. 1 – Tract No 38443 In the developed condition, a proposed storm drain system will convey runoff from the proposed residential development, Drainage Area A, to proposed Detention / Extended Detention No. 1. The Detention / Extended Detention Basin will capture water quality flows and provide runoff treatment for the required Design Capture Volume (DCV). Flows that exceed the DCV will be routed through an outlet structure with openings above the water quality water surface elevation to outlet 100-year storms to the proposed Line H in Street A. The outlet structure will be designed to decrease developed flows before discharging runoff to Line H.
Detention / Extended Detention Basin No. 2 – Tract No 38442 In the developed condition, a proposed storm drain system will convey runoff from the proposed residential development, Drainage Area B, to proposed Detention / Extended Detention No. 2. The Detention / Extended Detention Basin will capture water quality flows and provide runoff treatment for the required Design Capture Volume (DCV). Flows that exceed the DCV will be routed through an outlet structure with openings above the water quality water surface elevation to outlet 100-year storms to the proposed Line H in Street A. The outlet structure will be designed to decrease developed flows before discharging runoff to Line H. Refer to the Tract No. 38442 Drainage Report and Water Quality Management Plan for additional information.
See Exhibits in Appendix A for drainage areas and location of proposed drainage facilities.
Existing Cottonwood Sediment Basin
The existing Cottonwood Sediment Basin located north of the intersection of Cottonwood Avenue & Street A is generally within private property. The City of Moreno Valley has lost maintenance rights/access to this existing basin and is currently in negotiations to re-acquire maintenance/access rights. As a result, this project has been tasked with constructing a new sediment basin if rights to the Cottonwood Sediment Basin are unable to be re-acquired. The new/proposed sediment basin is located at the southwest corner of Cottonwood Avenue and Street A. Runoff from the existing Cottonwood Sediment Basin will be routed to the proposed sediment basin via rerouting of the existing culvert from the existing basin. Based on a review of existing tributary area, the Cottonwood Sediment Basin may receive ~430 cfs of bulked flow in a 100-year event. By re-routing the existing headwall and adding an additional headwall/culverts within City ROW – a total of ~265 cfs will be captured & routed to the proposed sediment basin within Tr. 38443. The remaining ~165 cfs will be bypassed to proposed Street A. Street capacity calculations demonstrate Street A can handle the offsite flow without flooding private property. Additional calculations/study is available in Appendix I. 3 of 6
1. Existing Land Uses
The existing land uses are based on aerial topography of watershed areas. There is an existing house located within Drainage Area A, located south of Cottonwood Avenue. There are 3 houses located south of Drainage Area C. All these residential buildings will be removed. The rest of the project site is undeveloped land, and the existing land cover consists of natural native grass based on aerial photography.
2. Existing Drainage Facilities
There are no existing drainage facilities within the project site. An existing 90” RCP stub, Line H, in Alessandro Boulevard will be utilized for this project. As part of Tract No. 38442 and Tract No. 38443 improvements, t he existing Line H will be extended to Cottonwood Avenue to capture offsite runoff tributary to Line H. A new stub will be provided in Cottonwood Ave located in the northwest corner of the project area. This new stub will collect runoff from an existing CMP culvert. The existing CMP culvert currently takes offsite runoff to the projec t area. The existing CMP culvert located near Cottonwood Ave & Street A will be re -routed to the proposed Tr. 38443 sediment basin.
3. Proposed Drainage Facilities
The proposed storm drain improvements in Tract No. 38442 and Tract No. 38443 will include the construction of new drainage facilities . A new storm drain system will convey runoff from Drainage Area A to the proposed Detention / Extended Detention Basin No. 1, the new storm drain system will include new piping, junction structures, and catch basins. Runoff from Detention / Extended Detention Basin No. 1 will ultimately flow to the proposed Line H in Street A. A new storm drain system will convey runoff from Drainage Area B to the proposed Detention / Extended Detention Basin No. 2, the new storm drain system will include new piping, junction structures, and catch basins. Runoff from Detention / Extended Detention Basin No. 2 will ultimately flow to the proposed Line H in Street A.
See Exhibits in Appendix A for drainage areas and location of proposed drainage facilities. Refer to Water Quality Management Plan Stud ies submitted for Tract No. 38442 and Tract No. 38443 for details and location of water quality facilities.
II. HYDROLOGY
A. GENERAL GUIDELINES
Hydrologic Calculations were prepared using methodology outlined by the RCFC&WCD Hydrology Manual dated April, 1978. Onsite hydrology was computed using the Rational Method. The Rational Method is commonly used for determining peak discharge from relatively small drainage areas. For areas in excess of 300 to 500-acres, the Synthetic Unit Hydrograph Method should normally be used.
Unit hydrograph calculations and flood routing calculations were comp uted for the project area to demonstrate conformance with Moreno Master Drainage Plan and to size storm drain facilities.
Detailed calculations are provided in Appendix C.
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Rational Method includes the effects of infiltration caused by land use and soil surface characteristics.
The Hydrologic Soils Map from the RCFC&WC D Hydrology Manual, plate C -1.17. indicates that the project study ar ea consists of soil type B and D. Hydrologic soil ratings are based on a scale of A through D, where D is the least perv ious, providing the greatest runoff. The type of vegetation, percent ground cover, and percentage of impervious surfaces also affect the infiltration rate.
Per criteria from th e RCFC&WCD Hydrology Manual, Antecedent Moisture Condition (AMC) II was used for the 100 -year analysis that reflects the degree of ground saturation from previous rainfall events. An AMC II was used for the 100-year to design drainage structures in sump areas as well as a proposed spillway in the detention basin. The AMC value can range from I to III, with condition III being the most severe, allowing for greater runoff and low infiltration. AMC were selected as indicated in the Riverside County Hydrology Manual Section C.
1-hour, 3-hour, 6-hour and 24-hour storm unit hydrograph calculations were calculated for the project area to ensure the proposed Detention / Extended Detention Basin and storm drain system can safely detain and convey 100-year storms. Unit hydrograph calculation models for Drainage Areas A and B were routed through the Detention / Extended Detention Basins to determine outflow peak flow rates and basin water surface elevations.
B. RATIONAL METHOD HYDROLOGY CALCULATION
To properly design onsite storm drain facilities, the Rational Method was utilized to compute the 100- year peak discharges for the study area. A technical description of the rational method is provided in the RCFC&WCD Hydrology Manual dated April, 1978. The Rational Method is an empirical computation procedure for developing a peak runoff rate (discharge) for small watershed for storms of a specified recurrence interval. The rational method equation is based on the assumption that the peak flow rate is directly proportional to the drainage area, rainfall intensity and a loss coefficient, which describes the effects of land use and soil type. The hydrology map for the study area is included in Appendix A.
The hydrology map shows existing and proposed contours, elevations for streets, and proposed storm drain facilities for Tract No. 38442 and Tr act No. 38443. Watershed boundaries are ridgelines where identified, with watershed areas are divided into subareas. Flow paths and proposed drainage systems were laid out, and then drainage areas and flow path lengths were estimated. The portion of the soil map from the RCFC&WC D Hydrology Manual, plate C -1.17, was overlaid and t he soil map indicated that the study ar ea consists of soil type B and D. Precipitation data for the project location was taken from Plates in the RCFC&WCD Hydrology Manual and are provided in Appendix H of this report.
CivildCadd/CivilDesign Hydrology – Hydraulics Software by CivilDesign Corporation and Joseph E.
Bonadiman and Associates, Incorporated was used to compute hydrology c alculations. The peak discharges and time of concentration at specified nodes are shown on the hydrology map. To compute Rational Method Calculations, hydrologic information was entered into the CivildCadd/CivilDesign Hydrology – Hydraulics Software. The computer files for the 100-year calculations are included in Appendix B. Rational Method calculations for Tract No. 3844 2 are provided in this report for reference only.
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C. SYNTHETIC UNIT HYDROGRAPH METHOD CALCULATION
The Synthetic Unit Hydrograph, a computational procedure for developing peak runoff and discharge for storms of a specified recurrence interval, is used in watersheds larger than 300 acres. This procedure calculates effective rainfall, which is the portion of the total rainfall that appears as surface runoff, at a specific concentration point. Because no two drainage basins have the same physical characteristics, the appropriate adjustments must be accounted fo r 100 -year storm frequencies for each of the 1 -hour, 3 -hour, 6 -hour, and 24 -hour durations were analyzed. The Synthetic Unit Hydrograph Method calculations were utilized to conduct Detention Basin Routing calculations. The CivildCadd/CivilDesign Hydrology – Hydraulics Software was used to compute Synthetic Unit Hydrograph calculations. The computer files are included in Appendix C. Unit Hydrograph calculations for Tract No. 38442 are provided in this report for reference only.
D. HYDROGRAPH ROUTING METHOD CALCULATION
1. Detention Basin Routing Guidelines
The following assumptions/guidelines were applied in the use of the Detention Basin Routing:
• The Modified Pul’s (Storage Indication) Method is used for the detention basin routing studies. The basin routing relationships are based upon the following formula:
I – O = ∆S / ∆t
Where:
I = basin inflow rate (cfs)
O = basin outflow rate (cfs)
∆S = change in basin storage during the time step (cubic feet) ∆t = time step (sec)
• The basin inflow rates are based on the Unit Hydrograph files (See Appendix D).
• Depth-Storage-Discharge Curve is based on Basin Volume and Stage Discharge Rating.
See calculations in Appendix D.
• The procedure is repeated for each time step until the basin inflow hydrograph has been completely analyzed and basin outflow becomes negligible.
2. Hydrograph Routing Calculation Software
The Detention Basin Routing (Modified Pul’s) Method outlined above were performed using the CivildCadd/CivilDesign Hydrology – Hydraulics Software. Routing calculations were performed for the proposed detention basin. The computer files for the 100-year storm frequencies for each of the 1 -hour, 3 -hour, 6 -hour, and 24 -hour durations are included in Appendix D. Flood Routing calculations for Tract No. 3844 2 are provided in this report for reference only to demonstrate compliance with the Moreno Master Drainage Plan.
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E. FLOOD ASSESSMENT
The Federal Emergency Management Agent (FEMA) publishes Flood Insurance Rate Maps (FIRMs) that identify areas where there is flooding potent ial. The FIRM maps that apply to Tract No. 38442 and Tract No. 38443 are Riverside County Map Number 06065C0765G, dated August 28, 2008 and 06065C0770G dated August 28, 2008. The entire project site is within Flood Hazard Zone “X” (Other Areas) – an area to be outside the 0.2% annual chance floodplain . Applicable maps to this project have been included in Appendix H.
III. HYDRAULICS
A. EMERGENCY SPILLWAY
Overflow runoff from the proposed Detention Basins will enter emergency overflow outlet structures.
The emergency overflow outlet structures will operate will convey 100 -year storm flows to the proposed LINE H storm drain in Street A. Preliminary hydraulic calculations for emergency spillway structures are provided in Appendix G.
B. LINE H
Preliminary hydraulic calculations for Line H are provided in Appendix G.
IV. SUMMARY OF RESULTS
Table 1 shows the total flows for Line H allocated to the study area. Based on aerial topography and the Moreno Master Drainage Plan, it was determined the study area has an allocated flow of 120 cfs and contributes approximately 122.7 cfs. This is within ~2.3% of the allocated flow. Therefore, the proposed development conforms with Moreno Master Drainage Plan.
The hydrology and hydraulic calculations in Appendix I demonstrate the proposed sediment basin and headwalls will intercept offsite flows and mitigate flooding impacts to downstream facilities. Street A has sufficient capacity within ROW for offsite flows that are not able to be captured by the proposed and existing headwalls structures. As runoff travels down A Street, flows will be captured by downstream onsite storm drain systems. Flows exceeding onsite capacity will continue to Alessandro Blvd as they do in the existing condition.
ACRES
117.6
NOTES
ACRES
30.1 **
19.9 **
3.6 5.6
1.4 10.3
8.7 19.1
15.6 NOTES
**REFER TO APPENDIX C & D FOR DETAILED CALCULATIONS
122.7
43.30 ** FLOW RATES BASED ON THE 100-YR 6-HR FLOOD ROUTING CALCULATIONS WHICH YIELDS THE
HIGHEST PEAK FLOW RATES
CFS
* AREA G EXCLUDED FROM CONTROL FLOW COMPARISON SINCE IT ENTERS LINE H AT A POINT
DOWNSTREAM OF THE PROJECT SITE
G*
C2
C3
10.6 10.9
35.0 21.5
26.6 2.7
9.7 5.7
*OBTAINED FROM RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT -
MORENO MASTER DRAINAGE PLAN - LINE H
120.00
TOTAL FLOWS
ABCDEF
ID
A
B
C1
D
E
F
TABLE 2
DRAINAGE AREA 100-YR
PEAK OUTLET FLOW SUMMARY
TABLE 1
ALLOCATED FLOW TO LINE H (CONTROL FLOWS)
DRAINAGE AREA 100-YR
TOTAL FLOW
CFSID
120.0
APPENDIX A
HYDROLOGY MAP
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LEGEND
A
0.9 3/18/2024
SUNSET CROSSINGS
ENGINEERING CONSULTANTS
HYDROLOGY MAP
LINE H
STORM DRAIN AND PEAK FLOW
SUMMARY MAP
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LEGEND
3/8/2024 ENGINEERING CONSULTANTS
STORM DRAIN & PEAK FLOW SUMMARY MAP
LINE H - TRIBUTARY FLOWS
SUNSET CROSSINGS
EXHIBIT B
APPENDIX B
RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0)
Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * * * * * * ************************************************************************** FILE NAME: TR38443.DAT
TIME/DATE OF STUDY: 09:05 02/07/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161 COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
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 28.0 18.0 0.018/0.018/0.020 0.50 2.00 0.0312 0.125 0.0150 2 33.0 23.0 0.018/0.018/0.020 0.50 2.00 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 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 7.00 TO NODE 8.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 921.00
UPSTREAM ELEVATION(FEET) = 1639.00
DOWNSTREAM ELEVATION(FEET) = 1609.00
ELEVATION DIFFERENCE(FEET) = 30.00
TC = 0.359*[( 921.00**3)/( 30.00)]**.2 = 10.926
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.813
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8145
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 7.88
TOTAL AREA(ACRES) = 3.44 TOTAL RUNOFF(CFS) = 7.88 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.813
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6558
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 5.0 TOTAL RUNOFF(CFS) = 10.81 TC(MIN.) = 10.93
**************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.813
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6558
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 5.8 TOTAL RUNOFF(CFS) = 12.20 TC(MIN.) = 10.93
**************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1599.00 DOWNSTREAM(FEET) = 1593.40 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.90
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.20
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 11.30
LONGEST FLOWPATH FROM NODE 7.00 TO NODE 18.00 = 1146.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 675.00
UPSTREAM ELEVATION(FEET) = 1621.50
DOWNSTREAM ELEVATION(FEET) = 1608.70
ELEVATION DIFFERENCE(FEET) = 12.80
TC = 0.359*[( 675.00**3)/( 12.80)]**.2 = 10.752
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.835
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8150
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 8.00
TOTAL AREA(ACRES) = 3.46 TOTAL RUNOFF(CFS) = 8.00 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1608.70 DOWNSTREAM ELEVATION(FEET) = 1603.90 STREET LENGTH(FEET) = 367.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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 = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 18.76
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.49
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.60
STREET FLOW TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 12.51 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.629
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8102
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 3.36 SUBAREA RUNOFF(CFS) = 7.16 TOTAL AREA(ACRES) = 6.8 PEAK FLOW RATE(CFS) = 15.15 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 20.83 FLOW VELOCITY(FEET/SEC.) = 3.74 DEPTH*VELOCITY(FT*FT/SEC.) = 1.85 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 1042.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1596.30 DOWNSTREAM(FEET) = 1595.00 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.77
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.15
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 12.66
LONGEST FLOWPATH FROM NODE 12.00 TO NODE 17.00 = 1126.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 736.00
UPSTREAM ELEVATION(FEET) = 1639.00
DOWNSTREAM ELEVATION(FEET) = 1614.00
ELEVATION DIFFERENCE(FEET) = 25.00
TC = 0.359*[( 736.00**3)/( 25.00)]**.2 = 9.905
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.954
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8175
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 5.94
TOTAL AREA(ACRES) = 2.46 TOTAL RUNOFF(CFS) = 5.94 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1614.00 DOWNSTREAM ELEVATION(FEET) = 1603.20 STREET LENGTH(FEET) = 443.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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 = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 14.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.02
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.50
STREET FLOW TRAVEL TIME(MIN.) = 1.83 Tc(MIN.) = 11.74 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.713
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8123
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.53 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 9.47 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 15.26 FLOW VELOCITY(FEET/SEC.) = 4.21 DEPTH*VELOCITY(FT*FT/SEC.) = 1.66 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 11.00 = 1179.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1597.20 DOWNSTREAM(FEET) = 1595.00 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.32
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.47
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 11.78
LONGEST FLOWPATH FROM NODE 9.00 TO NODE 17.00 = 1211.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.47 11.78 2.709 4.06
LONGEST FLOWPATH FROM NODE 9.00 TO NODE 17.00 = 1211.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 15.15 12.66 2.612 6.82
LONGEST FLOWPATH FROM NODE 12.00 TO NODE 17.00 = 1126.00 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 23.56 11.78 2.709
2 24.28 12.66 2.612
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 24.28 Tc(MIN.) = 12.66
TOTAL AREA(ACRES) = 10.9
**************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 785.00
UPSTREAM ELEVATION(FEET) = 1626.90
DOWNSTREAM ELEVATION(FEET) = 1615.20
ELEVATION DIFFERENCE(FEET) = 11.70
TC = 0.359*[( 785.00**3)/( 11.70)]**.2 = 11.985
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.686
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8116
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 8.91
TOTAL AREA(ACRES) = 4.09 TOTAL RUNOFF(CFS) = 8.91 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1615.20 DOWNSTREAM ELEVATION(FEET) = 1603.20 STREET LENGTH(FEET) = 797.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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 = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.44
HALFSTREET FLOOD WIDTH(FEET) = 18.04
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.65
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.63
STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 15.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.352
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8029
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.48 SUBAREA RUNOFF(CFS) = 4.68 TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 13.60 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 19.39 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.81 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 6.00 = 1582.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1595.40 DOWNSTREAM(FEET) = 1595.00 FLOW LENGTH(FEET) = 23.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.92
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.60
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 15.66
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 17.00 = 1605.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 13.60 15.66 2.349 6.57
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 17.00 = 1605.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 24.28 12.66 2.612 10.88
LONGEST FLOWPATH FROM NODE 9.00 TO NODE 17.00 = 1211.00 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 35.28 12.66 2.612
2 35.43 15.66 2.349
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 35.28 Tc(MIN.) = 12.66
TOTAL AREA(ACRES) = 17.4
**************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1595.00 DOWNSTREAM(FEET) = 1593.40 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.65
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.28
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.72
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 18.00 = 1649.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 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 35.28 12.72 2.607 17.45
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 18.00 = 1649.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 12.20 11.30 2.765 5.78
LONGEST FLOWPATH FROM NODE 7.00 TO NODE 18.00 = 1146.00 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 43.56 11.30 2.765
2 46.78 12.72 2.607
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 46.78 Tc(MIN.) = 12.72
TOTAL AREA(ACRES) = 23.2
**************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1593.40 DOWNSTREAM(FEET) = 1593.10 FLOW LENGTH(FEET) = 56.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.71
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.78
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 12.84
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 19.00 = 1705.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 661.00
UPSTREAM ELEVATION(FEET) = 1639.80
DOWNSTREAM ELEVATION(FEET) = 1635.00
ELEVATION DIFFERENCE(FEET) = 4.80
TC = 0.359*[( 661.00**3)/( 4.80)]**.2 = 12.918
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.587
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8092
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.72
TOTAL AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 1.72 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1635.00 DOWNSTREAM ELEVATION(FEET) = 1604.20 STREET LENGTH(FEET) = 1753.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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 = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.36
HALFSTREET FLOOD WIDTH(FEET) = 13.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.36
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22
STREET FLOW TRAVEL TIME(MIN.) = 8.68 Tc(MIN.) = 21.60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.000
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7917
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 5.35 SUBAREA RUNOFF(CFS) = 8.47 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = 10.19 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 16.78 FLOW VELOCITY(FEET/SEC.) = 3.79 DEPTH*VELOCITY(FT*FT/SEC.) = 1.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2414.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1595.40 DOWNSTREAM(FEET) = 1593.10 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.89
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.19
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 21.70
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 19.00 = 2476.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 10.19 21.70 1.996 6.17
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 19.00 = 2476.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 46.78 12.84 2.595 23.23
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 19.00 = 1705.00 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 52.81 12.84 2.595
2 46.17 21.70 1.996
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 52.81 Tc(MIN.) = 12.84
TOTAL AREA(ACRES) = 29.4
**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1593.10 DOWNSTREAM(FEET) = 1593.00 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.74
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.81
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 12.85
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 2484.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.594
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6411
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 30.1 TOTAL RUNOFF(CFS) = 53.94 TC(MIN.) = 12.85
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 30.1 TC(MIN.) = 12.85 PEAK FLOW RATE(CFS) = 53.94
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0)
Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** *
*
*
*
*
*
************************************************************************** FILE NAME: 42100YR.DAT
TIME/DATE OF STUDY: 13:23 11/15/2023
--------------------------------------------------------------------------- -
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------- -
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161 COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38442
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 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 1.10 TO NODE 1.20 IS CODE = 21 --------------------------------------------------------------------------- -
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 947.00
UPSTREAM ELEVATION(FEET) = 1611.50
DOWNSTREAM ELEVATION(FEET) = 1598.40
ELEVATION DIFFERENCE(FEET) = 13.10
TC = 0.359*[( 947.00**3)/( 13.10)]**.2 = 13.113
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.567
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8087
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 8.16
TOTAL AREA(ACRES) = 3.93 TOTAL RUNOFF(CFS) = 8.16 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 7.10 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1587.70 DOWNSTREAM(FEET) = 1587.10 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.52
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.16
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 13.20
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 7.10 = 985.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.10 IS CODE = 10 --------------------------------------------------------------------------- -
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 --------------------------------------------------------------------------- -
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 372.00
UPSTREAM ELEVATION(FEET) = 1605.50
DOWNSTREAM ELEVATION(FEET) = 1598.40
ELEVATION DIFFERENCE(FEET) = 7.10
TC = 0.359*[( 372.00**3)/( 7.10)]**.2 = 8.461
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.196
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8222
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.66
TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.66 **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 7.10 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1587.70 DOWNSTREAM(FEET) = 1587.10 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.62
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.66
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 8.64
LONGEST FLOWPATH FROM NODE 2.10 TO NODE 7.10 = 410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.10 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 0.66 8.64 3.164 0.25
LONGEST FLOWPATH FROM NODE 2.10 TO NODE 7.10 = 410.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 8.16 13.20 2.559 3.93
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 7.10 = 985.00 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 6.00 8.64 3.164
2 8.69 13.20 2.559
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.69 Tc(MIN.) = 13.20
TOTAL AREA(ACRES) = 4.2
**************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1587.10 DOWNSTREAM(FEET) = 1586.20 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.13
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.69
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 13.26
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 7.20 = 1020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 10 --------------------------------------------------------------------------- -
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 --------------------------------------------------------------------------- -
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 634.00
UPSTREAM ELEVATION(FEET) = 1604.20
DOWNSTREAM ELEVATION(FEET) = 1597.00
ELEVATION DIFFERENCE(FEET) = 7.20
TC = 0.359*[( 634.00**3)/( 7.20)]**.2 = 11.618
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.728
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8126
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.30
TOTAL AREA(ACRES) = 1.49 TOTAL RUNOFF(CFS) = 3.30 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 7.30 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1588.20 DOWNSTREAM(FEET) = 1587.40 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.47
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.30
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.67
LONGEST FLOWPATH FROM NODE 3.10 TO NODE 7.30 = 659.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.30 TO NODE 7.30 IS CODE = 10 --------------------------------------------------------------------------- -
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 --------------------------------------------------------------------------- -
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 396.00
UPSTREAM ELEVATION(FEET) = 1598.50
DOWNSTREAM ELEVATION(FEET) = 1597.00
ELEVATION DIFFERENCE(FEET) = 1.50
TC = 0.359*[( 396.00**3)/( 1.50)]**.2 = 11.988
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.685
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8116
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.00
TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 2.00 **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 7.30 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1587.50 DOWNSTREAM(FEET) = 1587.40 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.09
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.00
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 12.12
LONGEST FLOWPATH FROM NODE 4.10 TO NODE 7.30 = 421.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.30 TO NODE 7.30 IS CODE = 11 --------------------------------------------------------------------------- -
>>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.00 12.12 2.670 0.92
LONGEST FLOWPATH FROM NODE 4.10 TO NODE 7.30 = 421.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.30 11.67 2.721 1.49
LONGEST FLOWPATH FROM NODE 3.10 TO NODE 7.30 = 659.00 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 5.23 11.67 2.721
2 5.25 12.12 2.670
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.23 Tc(MIN.) = 11.67
TOTAL AREA(ACRES) = 2.4
**************************************************************************** FLOW PROCESS FROM NODE 7.30 TO NODE 7.20 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1587.40 DOWNSTREAM(FEET) = 1586.20 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.96
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.23
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.77
LONGEST FLOWPATH FROM NODE 3.10 TO NODE 7.20 = 705.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 11 --------------------------------------------------------------------------- -
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.23 11.77 2.710 2.41
LONGEST FLOWPATH FROM NODE 3.10 TO NODE 7.20 = 705.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 8.69 13.26 2.553 4.18
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 7.20 = 1020.00 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 12.95 11.77 2.710
2 13.62 13.26 2.553
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 13.62 Tc(MIN.) = 13.26
TOTAL AREA(ACRES) = 6.6
**************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 12 --------------------------------------------------------------------------- -
>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 12 --------------------------------------------------------------------------- -
>>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 12 --------------------------------------------------------------------------- -
>>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.40 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1586.20 DOWNSTREAM(FEET) = 1582.20 FLOW LENGTH(FEET) = 284.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.24
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.62
PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 13.83
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 7.40 = 1304.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.40 TO NODE 7.40 IS CODE = 10 --------------------------------------------------------------------------- -
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE = 21 --------------------------------------------------------------------------- -
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 948.00
UPSTREAM ELEVATION(FEET) = 1606.00
DOWNSTREAM ELEVATION(FEET) = 1589.50
ELEVATION DIFFERENCE(FEET) = 16.50
TC = 0.359*[( 948.00**3)/( 16.50)]**.2 = 12.529
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.626
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8102
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 8.17
TOTAL AREA(ACRES) = 3.84 TOTAL RUNOFF(CFS) = 8.17 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 7.40 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1582.50 DOWNSTREAM(FEET) = 1582.20 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.94
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.17
PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 12.98
LONGEST FLOWPATH FROM NODE 5.10 TO NODE 7.40 = 1055.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.40 TO NODE 7.40 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 8.17 12.98 2.580 3.84
LONGEST FLOWPATH FROM NODE 5.10 TO NODE 7.40 = 1055.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 13.62 13.83 2.499 6.59
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 7.40 = 1304.00 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 20.95 12.98 2.580
2 21.54 13.83 2.499
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 21.54 Tc(MIN.) = 13.83
TOTAL AREA(ACRES) = 10.4
**************************************************************************** FLOW PROCESS FROM NODE 7.40 TO NODE 7.40 IS CODE = 12 --------------------------------------------------------------------------- -
>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 7.40 TO NODE 12.30 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1582.20 DOWNSTREAM(FEET) = 1578.40 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.80
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.54
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 14.22
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 12.30 = 1529.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 IS CODE = 10 --------------------------------------------------------------------------- -
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 IS CODE = 12 --------------------------------------------------------------------------- -
>>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ ***MEMORY BANK # 3 IS EMPTY - PROCESS IGNORED.***
**************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.20 IS CODE = 21 --------------------------------------------------------------------------- -
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 462.00
UPSTREAM ELEVATION(FEET) = 1592.30
DOWNSTREAM ELEVATION(FEET) = 1587.60
ELEVATION DIFFERENCE(FEET) = 4.70
TC = 0.359*[( 462.00**3)/( 4.70)]**.2 = 10.464
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.874
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8159
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.68
TOTAL AREA(ACRES) = 1.57 TOTAL RUNOFF(CFS) = 3.68 **************************************************************************** FLOW PROCESS FROM NODE 9.20 TO NODE 9.20 IS CODE = 81 --------------------------------------------------------------------------- -
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.874
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6596
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 3.0 TOTAL RUNOFF(CFS) = 6.30 TC(MIN.) = 10.46
**************************************************************************** FLOW PROCESS FROM NODE 9.20 TO NODE 9.30 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1578.70 DOWNSTREAM(FEET) = 1578.60 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.30
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 10.56
LONGEST FLOWPATH FROM NODE 9.10 TO NODE 9.30 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.30 TO NODE 9.30 IS CODE = 10 --------------------------------------------------------------------------- -
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 21 --------------------------------------------------------------------------- -
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 422.00
UPSTREAM ELEVATION(FEET) = 1590.50
DOWNSTREAM ELEVATION(FEET) = 1587.60
ELEVATION DIFFERENCE(FEET) = 2.90
TC = 0.359*[( 422.00**3)/( 2.90)]**.2 = 10.915
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.814
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8145
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.99
TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 1.99 **************************************************************************** FLOW PROCESS FROM NODE 10.20 TO NODE 9.30 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1578.70 DOWNSTREAM(FEET) = 1578.60 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.05
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.99
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 11.06
LONGEST FLOWPATH FROM NODE 10.10 TO NODE 9.30 = 448.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.30 TO NODE 9.30 IS CODE = 11 --------------------------------------------------------------------------- -
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.99 11.06 2.796 0.87
LONGEST FLOWPATH FROM NODE 10.10 TO NODE 9.30 = 448.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.30 10.56 2.861 2.95
LONGEST FLOWPATH FROM NODE 9.10 TO NODE 9.30 = 487.00 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 8.20 10.56 2.861
2 8.15 11.06 2.796
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.20 Tc(MIN.) = 10.56
TOTAL AREA(ACRES) = 3.8
**************************************************************************** FLOW PROCESS FROM NODE 9.30 TO NODE 12.30 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1578.60 DOWNSTREAM(FEET) = 1578.40 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.67
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.20
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 10.73
LONGEST FLOWPATH FROM NODE 9.10 TO NODE 12.30 = 533.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 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 8.20 10.73 2.839 3.82
LONGEST FLOWPATH FROM NODE 9.10 TO NODE 12.30 = 533.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 21.54 14.22 2.466 10.43
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 12.30 = 1529.00 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 24.45 10.73 2.839
2 28.66 14.22 2.466
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 28.66 Tc(MIN.) = 14.22
TOTAL AREA(ACRES) = 14.2
**************************************************************************** FLOW PROCESS FROM NODE 12.30 TO NODE 14.20 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1578.40 DOWNSTREAM(FEET) = 1576.20 FLOW LENGTH(FEET) = 168.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.50
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.66
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 14.51
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 14.20 = 1697.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.20 TO NODE 14.20 IS CODE = 10 --------------------------------------------------------------------------- -
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 14.20 TO NODE 14.20 IS CODE = 12 --------------------------------------------------------------------------- -
>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 14.20 TO NODE 14.20 IS CODE = 12 --------------------------------------------------------------------------- -
>>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 8.10 TO NODE 11.20 IS CODE = 21 --------------------------------------------------------------------------- -
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 805.00
UPSTREAM ELEVATION(FEET) = 1598.20
DOWNSTREAM ELEVATION(FEET) = 1583.00
ELEVATION DIFFERENCE(FEET) = 14.20
TC = 0.359*[( 805.00**3)/( 14.20)]**.2 = 11.546
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.736
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8128
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.29
TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 1.29 **************************************************************************** FLOW PROCESS FROM NODE 11.20 TO NODE 13.30 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1578.30 DOWNSTREAM(FEET) = 1576.40 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.81
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.29
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.63
LONGEST FLOWPATH FROM NODE 8.10 TO NODE 13.30 = 840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 10 --------------------------------------------------------------------------- -
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 13.10 TO NODE 13.20 IS CODE = 21 --------------------------------------------------------------------------- -
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 793.00
UPSTREAM ELEVATION(FEET) = 1592.30
DOWNSTREAM ELEVATION(FEET) = 1583.00
ELEVATION DIFFERENCE(FEET) = 9.30
TC = 0.359*[( 793.00**3)/( 9.30)]**.2 = 12.624
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.617
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8099
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 7.18
TOTAL AREA(ACRES) = 3.39 TOTAL RUNOFF(CFS) = 7.18 **************************************************************************** FLOW PROCESS FROM NODE 13.20 TO NODE 13.30 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1576.50 DOWNSTREAM(FEET) = 1576.40 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.20
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.18
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 12.74
LONGEST FLOWPATH FROM NODE 13.10 TO NODE 13.30 = 821.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 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 7.18 12.74 2.605 3.39
LONGEST FLOWPATH FROM NODE 13.10 TO NODE 13.30 = 821.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.29 11.63 2.726 0.58
LONGEST FLOWPATH FROM NODE 8.10 TO NODE 13.30 = 840.00 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 7.85 11.63 2.726
2 8.42 12.74 2.605
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.42 Tc(MIN.) = 12.74
TOTAL AREA(ACRES) = 4.0
**************************************************************************** FLOW PROCESS FROM NODE 13.30 TO NODE 14.20 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1576.40 DOWNSTREAM(FEET) = 1576.20 FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.54
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.42
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 13.18
LONGEST FLOWPATH FROM NODE 8.10 TO NODE 14.20 = 934.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.20 TO NODE 14.20 IS CODE = 11 --------------------------------------------------------------------------- -
>>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 8.42 13.18 2.561 3.97
LONGEST FLOWPATH FROM NODE 8.10 TO NODE 14.20 = 934.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 28.66 14.51 2.440 14.25
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 14.20 = 1697.00 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 34.44 13.18 2.561
2 36.68 14.51 2.440
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 36.68 Tc(MIN.) = 14.51
TOTAL AREA(ACRES) = 18.2
**************************************************************************** FLOW PROCESS FROM NODE 14.20 TO NODE 14.20 IS CODE = 10 --------------------------------------------------------------------------- -
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 14.20 TO NODE 14.20 IS CODE = 12 --------------------------------------------------------------------------- -
>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 12 --------------------------------------------------------------------------- -
>>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 14.20 TO NODE 14.10 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1576.20 DOWNSTREAM(FEET) = 1576.10 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.42
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.68
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.58
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 14.10 = 1722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.10 TO NODE 14.10 IS CODE = 10 --------------------------------------------------------------------------- -
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 14.10 TO NODE 14.10 IS CODE = 12 --------------------------------------------------------------------------- -
>>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 21 --------------------------------------------------------------------------- -
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 610.00
UPSTREAM ELEVATION(FEET) = 1590.50
DOWNSTREAM ELEVATION(FEET) = 1583.40
ELEVATION DIFFERENCE(FEET) = 7.10
TC = 0.359*[( 610.00**3)/( 7.10)]**.2 = 11.384
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.755
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8132
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.85
TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 2.85 **************************************************************************** FLOW PROCESS FROM NODE 12.20 TO NODE 14.10 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1576.20 DOWNSTREAM(FEET) = 1576.10 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.47
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.85
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 11.50
LONGEST FLOWPATH FROM NODE 12.10 TO NODE 14.10 = 634.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.10 TO NODE 14.10 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 2.85 11.50 2.742 1.27
LONGEST FLOWPATH FROM NODE 12.10 TO NODE 14.10 = 634.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 36.68 14.58 2.435 18.22
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 14.10 = 1722.00 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 31.78 11.50 2.742
2 39.21 14.58 2.435
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 39.21 Tc(MIN.) = 14.58
TOTAL AREA(ACRES) = 19.5
**************************************************************************** FLOW PROCESS FROM NODE 14.10 TO NODE 14.30 IS CODE = 31 --------------------------------------------------------------------------- -
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1576.10 DOWNSTREAM(FEET) = 1576.00 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.21
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 14.68
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 14.30 = 1758.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.30 TO NODE 14.30 IS CODE = 81 --------------------------------------------------------------------------- -
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.426
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6286
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 20.0 TOTAL RUNOFF(CFS) = 40.00 TC(MIN.) = 14.68
**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 10 --------------------------------------------------------------------------- -
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 12 --------------------------------------------------------------------------- -
>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 10 --------------------------------------------------------------------------- -
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 --------------------------------------------------------------------------- -
>>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 20.0 TC(MIN.) = 14.68 PEAK FLOW RATE(CFS) = 40.00
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/07/22 File:MVAREAC.out ------------------------------------------------------------------------ AREA C
EXISTING CONDITION
100-YR
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6094
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 661.000(Ft.)
Top (of initial area) elevation = 1644.000(Ft.)
Bottom (of initial area) elevation = 1642.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.00303 s(percent)= 0.30
TC = k(0.420)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 17.996 min.
Rainfall intensity = 2.191(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.725
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 5.690(CFS)
Total initial stream area = 3.580(Ac.)
Pervious area fraction = 0.600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.580(Ac.)
Runoff from this stream = 5.690(CFS)
Time of concentration = 18.00 min.
Rainfall intensity = 2.191(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 43.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 937.000(Ft.)
Top (of initial area) elevation = 1644.000(Ft.)
Bottom (of initial area) elevation = 1632.000(Ft.)
Difference in elevation = 12.000(Ft.)
Slope = 0.01281 s(percent)= 1.28
TC = k(0.420)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.504 min.
Rainfall intensity = 2.361(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.734
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 9.669(CFS)
Total initial stream area = 5.580(Ac.)
Pervious area fraction = 0.600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1632.000(Ft.)
Downstream point/station elevation = 1628.000(Ft.)
Pipe length = 132.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.669(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 9.669(CFS)
Normal flow depth in pipe = 10.71(In.)
Flow top width inside pipe = 13.56(In.)
Critical Depth = 14.10(In.)
Pipe flow velocity = 10.30(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 15.72 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 5.580(Ac.)
Runoff from this stream = 9.669(CFS)
Time of concentration = 15.72 min.
Rainfall intensity = 2.345(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 46.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 632.000(Ft.)
Top (of initial area) elevation = 1634.000(Ft.)
Bottom (of initial area) elevation = 1627.000(Ft.)
Difference in elevation = 7.000(Ft.)
Slope = 0.01108 s(percent)= 1.11
TC = k(0.420)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.635 min.
Rainfall intensity = 2.517(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.741
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 2.668(CFS)
Total initial stream area = 1.430(Ac.)
Pervious area fraction = 0.600
End of computations, total study area = 10.59 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.600
Area averaged RI index number = 56.0
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/07/22 File:MVAREAD.out ------------------------------------------------------------------------ AREA D
EXISTING CONDITION
100-YR
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6094
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 391.000(Ft.)
Top (of initial area) elevation = 1746.000(Ft.)
Bottom (of initial area) elevation = 1652.000(Ft.)
Difference in elevation = 94.000(Ft.)
Slope = 0.24041 s(percent)= 24.04
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.673 min.
Rainfall intensity = 3.356(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.839
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.180
Decimal fraction soil group C = 0.820
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 84.56
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.618(CFS)
Total initial stream area = 1.640(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 15.628(CFS) Depth of flow = 0.307(Ft.), Average velocity = 3.314(Ft/s) ******* Irregular Channel Data ***********
----------------------------------------------------------------- Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 50.00 0.00
3 100.00 1.00
Manning's 'N' friction factor = 0.020
----------------------------------------------------------------- Sub-Channel flow = 15.628(CFS)
' ' flow top width = 30.710(Ft.)
' ' velocity= 3.314(Ft/s)
' ' area = 4.716(Sq.Ft)
' ' Froude number = 1.490
Upstream point elevation = 1652.000(Ft.)
Downstream point elevation = 1630.000(Ft.)
Flow length = 909.000(Ft.)
Travel time = 4.57 min.
Time of concentration = 12.24 min.
Depth of flow = 0.307(Ft.)
Average velocity = 3.314(Ft/s)
Total irregular channel flow = 15.628(CFS)
Irregular channel normal depth above invert elev. = 0.307(Ft.) Average velocity of channel(s) = 3.314(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.802
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.690
Decimal fraction soil group C = 0.310
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 80.48
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.656(In/Hr) for a 100.0 year storm Subarea runoff = 21.952(CFS) for 10.300(Ac.)
Total runoff = 26.570(CFS) Total area = 11.940(Ac.) Depth of flow = 0.375(Ft.), Average velocity = 3.784(Ft/s) End of computations, total study area = 11.94 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 81.0
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/07/22 File:AREAE.out ------------------------------------------------------------------------ AREA 3
EXISTING CONDITION
100-YR
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6094
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 615.000(Ft.)
Top (of initial area) elevation = 1784.000(Ft.)
Bottom (of initial area) elevation = 1632.000(Ft.)
Difference in elevation = 152.000(Ft.)
Slope = 0.24715 s(percent)= 24.72
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.146 min.
Rainfall intensity = 3.074(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.836
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.130
Decimal fraction soil group C = 0.870
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 84.96
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 9.505(CFS)
Total initial stream area = 3.700(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 15.549(CFS) Depth of flow = 0.267(Ft.), Average velocity = 4.368(Ft/s) ******* Irregular Channel Data ***********
----------------------------------------------------------------- Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 50.00 0.00
3 100.00 1.00
Manning's 'N' friction factor = 0.020
----------------------------------------------------------------- Sub-Channel flow = 15.550(CFS)
' ' flow top width = 26.682(Ft.)
' ' velocity= 4.368(Ft/s)
' ' area = 3.560(Sq.Ft)
' ' Froude number = 2.108
Upstream point elevation = 1632.000(Ft.)
Downstream point elevation = 1618.000(Ft.)
Flow length = 276.000(Ft.)
Travel time = 1.05 min.
Time of concentration = 10.20 min.
Depth of flow = 0.267(Ft.)
Average velocity = 4.368(Ft/s)
Total irregular channel flow = 15.549(CFS)
Irregular channel normal depth above invert elev. = 0.267(Ft.) Average velocity of channel(s) = 4.368(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.825
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.310
Decimal fraction soil group C = 0.690
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 83.52
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.911(In/Hr) for a 100.0 year storm Subarea runoff = 12.036(CFS) for 5.010(Ac.)
Total runoff = 21.541(CFS) Total area = 8.710(Ac.) Depth of flow = 0.302(Ft.), Average velocity = 4.739(Ft/s) End of computations, total study area = 8.71 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 84.1
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/07/22 File:AREAG.out ------------------------------------------------------------------------ AREA F
EXISTING CONDITION
100-YR
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6094
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 81.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 420.000(Ft.)
Top (of initial area) elevation = 1610.000(Ft.)
Bottom (of initial area) elevation = 1598.000(Ft.)
Difference in elevation = 12.000(Ft.)
Slope = 0.02857 s(percent)= 2.86
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.089 min.
Rainfall intensity = 2.673(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.789
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 7.868(CFS)
Total initial stream area = 3.730(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 81.000 to Point/Station 82.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 21.482(CFS) Depth of flow = 0.365(Ft.), Average velocity = 3.229(Ft/s) ******* Irregular Channel Data ***********
----------------------------------------------------------------- Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 50.00 0.00
3 100.00 1.00
Manning's 'N' friction factor = 0.020
----------------------------------------------------------------- Sub-Channel flow = 21.482(CFS)
' ' flow top width = 36.477(Ft.)
' ' velocity= 3.229(Ft/s)
' ' area = 6.653(Sq.Ft)
' ' Froude number = 1.332
Upstream point elevation = 1598.000(Ft.)
Downstream point elevation = 1582.200(Ft.)
Flow length = 865.000(Ft.)
Travel time = 4.46 min.
Time of concentration = 16.55 min.
Depth of flow = 0.365(Ft.)
Average velocity = 3.229(Ft/s)
Total irregular channel flow = 21.482(CFS)
Irregular channel normal depth above invert elev. = 0.365(Ft.) Average velocity of channel(s) = 3.229(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.773
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.285(In/Hr) for a 100.0 year storm Subarea runoff = 27.136(CFS) for 15.370(Ac.)
Total runoff = 35.004(CFS) Total area = 19.100(Ac.) Depth of flow = 0.438(Ft.), Average velocity = 3.648(Ft/s) End of computations, total study area = 19.10 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/07/22 File:AREAF.out ------------------------------------------------------------------------ AREA G
EXISTING CONDITION
100-YR
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6094
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 469.000(Ft.)
Top (of initial area) elevation = 1784.000(Ft.)
Bottom (of initial area) elevation = 1627.000(Ft.)
Difference in elevation = 157.000(Ft.)
Slope = 0.33475 s(percent)= 33.48
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.723 min.
Rainfall intensity = 3.345(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.845
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.247(CFS)
Total initial stream area = 2.210(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 24.817(CFS) Depth of flow = 0.308(Ft.), Average velocity = 5.236(Ft/s) ******* Irregular Channel Data ***********
----------------------------------------------------------------- Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 50.00 0.00
3 100.00 1.00
Manning's 'N' friction factor = 0.020
----------------------------------------------------------------- Sub-Channel flow = 24.817(CFS)
' ' flow top width = 30.788(Ft.)
' ' velocity= 5.236(Ft/s)
' ' area = 4.740(Sq.Ft)
' ' Froude number = 2.352
Upstream point elevation = 1627.000(Ft.)
Downstream point elevation = 1576.000(Ft.)
Flow length = 847.000(Ft.)
Travel time = 2.70 min.
Time of concentration = 10.42 min.
Depth of flow = 0.308(Ft.)
Average velocity = 5.236(Ft/s)
Total irregular channel flow = 24.817(CFS)
Irregular channel normal depth above invert elev. = 0.308(Ft.) Average velocity of channel(s) = 5.236(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.827
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.240
Decimal fraction soil group C = 0.760
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 84.08
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.880(In/Hr) for a 100.0 year storm Subarea runoff = 37.076(CFS) for 15.560(Ac.)
Total runoff = 43.323(CFS) Total area = 17.770(Ac.) Depth of flow = 0.379(Ft.), Average velocity = 6.019(Ft/s) End of computations, total study area = 17.77 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 84.3
APPENDIX C
UNIT HYDROGRAPH
CALCULATIONS
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 02/14/24 File: AREAA1001100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- AREA A
100-YR 1-HR
-------------------------------------------------------------------- Drainage Area = 30.10(Ac.) = 0.047 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 30.10(Ac.) = 0.047 Sq. Mi.
Length along longest watercourse = 2147.00(Ft.)
Length along longest watercourse measured to centroid = 1510.00(Ft.) Length along longest watercourse = 0.407 Mi.
Length along longest watercourse measured to centroid = 0.286 Mi.
Difference in elevation = 36.10(Ft.)
Slope along watercourse = 88.7788 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.068 Hr.
Lag time = 4.07 Min.
25% of lag time = 1.02 Min.
40% of lag time = 1.63 Min.
Unit time = 5.00 Min.
Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
30.10 0.49 14.75
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
30.10 1.20 36.12
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.490(In)
Area Averaged 100-Year Rainfall = 1.200(In)
Point rain (area averaged) = 1.200(In)
Areal adjustment factor = 99.97 %
Adjusted average point rain = 1.200(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
30.100 57.30 0.580
Total Area Entered = 30.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
57.3 57.3 0.498 0.580 0.238 1.000 0.238 Sum (F) = 0.238
Area averaged mean soil loss (F) (In/Hr) = 0.238
Minimum soil loss rate ((In/Hr)) = 0.119
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.440
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5000 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 122.967 26.052 7.903 2 0.167 245.934 48.616 14.748 3 0.250 368.902 13.055 3.960 4 0.333 491.869 5.887 1.786 5 0.417 614.836 3.289 0.998 6 0.500 737.803 1.843 0.559 7 0.583 860.771 1.257 0.381 Sum = 100.000 Sum= 30.335
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 4.20 0.605 0.238 ( 0.266) 0.367 2 0.17 4.30 0.619 0.238 ( 0.272) 0.381 3 0.25 5.00 0.720 0.238 ( 0.317) 0.482 4 0.33 5.00 0.720 0.238 ( 0.317) 0.482 5 0.42 5.80 0.835 0.238 ( 0.367) 0.597 6 0.50 6.50 0.936 0.238 ( 0.412) 0.698 7 0.58 7.40 1.065 0.238 ( 0.469) 0.827 8 0.67 8.60 1.238 0.238 ( 0.545) 1.000 9 0.75 12.30 1.771 0.238 ( 0.779) 1.533 10 0.83 29.10 4.189 0.238 ( 1.843) 3.951 11 0.92 6.80 0.979 0.238 ( 0.431) 0.741 12 1.00 5.00 0.720 0.238 ( 0.317) 0.482 (Loss Rate Not Used)
Sum = 100.0 Sum = 11.5 Flood volume = Effective rainfall 0.96(In)
times area 30.1(Ac.)/[(In)/(Ft.)] = 2.4(Ac.Ft) Total soil loss = 0.24(In)
Total soil loss = 0.597(Ac.Ft)
Total rainfall = 1.20(In)
Flood volume = 105094.5 Cubic Feet
Total soil loss = 25985.4 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 73.471(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 20.0 40.0 60.0 80.0 ----------------------------------------------------------------------- 0+ 5 0.0200 2.90 VQ | | | | 0+10 0.0780 8.43 |V Q | | | | 0+15 0.1530 10.89 | V Q | | | | 0+20 0.2431 13.09 | V Q | | | | 0+25 0.3450 14.79 | V Q | | | | 0+30 0.4668 17.69 | VQ | | | | 0+35 0.6108 20.90 | Q | | | 0+40 0.7819 24.85 | | Q | | | 0+45 1.0054 32.46 | | Q | | | 0+50 1.4222 60.52 | | | V Q | 0+55 1.9282 73.47 | | | |V Q | 1+ 0 2.1684 34.87 | | Q | | V | 1+ 5 2.3028 19.51 | Q| | | V | 1+10 2.3607 8.42 | Q | | | V| 1+15 2.3910 4.40 | Q | | | V| 1+20 2.4076 2.40 |Q | | | V| 1+25 2.4114 0.55 Q | | | V| 1+30 2.4126 0.18 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 02/14/24 File: AREAA1003100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- AREA A
100 YR 3-HR
-------------------------------------------------------------------- Drainage Area = 30.10(Ac.) = 0.047 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 30.10(Ac.) = 0.047 Sq. Mi.
Length along longest watercourse = 2147.00(Ft.)
Length along longest watercourse measured to centroid = 1510.00(Ft.) Length along longest watercourse = 0.407 Mi.
Length along longest watercourse measured to centroid = 0.286 Mi.
Difference in elevation = 36.10(Ft.)
Slope along watercourse = 88.7788 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.068 Hr.
Lag time = 4.07 Min.
25% of lag time = 1.02 Min.
40% of lag time = 1.63 Min.
Unit time = 5.00 Min.
Duration of storm = 3 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
30.10 0.80 24.08
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
30.10 1.85 55.69
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.800(In)
Area Averaged 100-Year Rainfall = 1.850(In)
Point rain (area averaged) = 1.850(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 1.850(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
30.100 57.30 0.580
Total Area Entered = 30.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
57.3 57.3 0.498 0.580 0.238 1.000 0.238 Sum (F) = 0.238
Area averaged mean soil loss (F) (In/Hr) = 0.238
Minimum soil loss rate ((In/Hr)) = 0.119
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.440
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 122.967 26.052 7.903 2 0.167 245.934 48.616 14.748 3 0.250 368.902 13.055 3.960 4 0.333 491.869 5.887 1.786 5 0.417 614.836 3.289 0.998 6 0.500 737.803 1.843 0.559 7 0.583 860.771 1.257 0.381 Sum = 100.000 Sum= 30.335
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 1.30 0.289 ( 0.238) 0.127 0.162 2 0.17 1.30 0.289 ( 0.238) 0.127 0.162 3 0.25 1.10 0.244 ( 0.238) 0.107 0.137 4 0.33 1.50 0.333 ( 0.238) 0.147 0.186 5 0.42 1.50 0.333 ( 0.238) 0.147 0.186 6 0.50 1.80 0.400 ( 0.238) 0.176 0.224 7 0.58 1.50 0.333 ( 0.238) 0.147 0.186 8 0.67 1.80 0.400 ( 0.238) 0.176 0.224 9 0.75 1.80 0.400 ( 0.238) 0.176 0.224 10 0.83 1.50 0.333 ( 0.238) 0.147 0.186 11 0.92 1.60 0.355 ( 0.238) 0.156 0.199 12 1.00 1.80 0.400 ( 0.238) 0.176 0.224 13 1.08 2.20 0.488 ( 0.238) 0.215 0.273 14 1.17 2.20 0.488 ( 0.238) 0.215 0.273 15 1.25 2.20 0.488 ( 0.238) 0.215 0.273 16 1.33 2.00 0.444 ( 0.238) 0.195 0.249 17 1.42 2.60 0.577 0.238 ( 0.254) 0.339 18 1.50 2.70 0.599 0.238 ( 0.264) 0.361 19 1.58 2.40 0.533 ( 0.238) 0.234 0.298 20 1.67 2.70 0.599 0.238 ( 0.264) 0.361 21 1.75 3.30 0.733 0.238 ( 0.322) 0.495 22 1.83 3.10 0.688 0.238 ( 0.303) 0.450 23 1.92 2.90 0.644 0.238 ( 0.283) 0.406 24 2.00 3.00 0.666 0.238 ( 0.293) 0.428 25 2.08 3.10 0.688 0.238 ( 0.303) 0.450 26 2.17 4.20 0.932 0.238 ( 0.410) 0.694 27 2.25 5.00 1.110 0.238 ( 0.488) 0.872 28 2.33 3.50 0.777 0.238 ( 0.342) 0.539 29 2.42 6.80 1.509 0.238 ( 0.664) 1.272 30 2.50 7.30 1.620 0.238 ( 0.713) 1.383 31 2.58 8.20 1.820 0.238 ( 0.801) 1.582 32 2.67 5.90 1.310 0.238 ( 0.576) 1.072 33 2.75 2.00 0.444 ( 0.238) 0.195 0.249 34 2.83 1.80 0.400 ( 0.238) 0.176 0.224 35 2.92 1.80 0.400 ( 0.238) 0.176 0.224 36 3.00 0.60 0.133 ( 0.238) 0.059 0.075 (Loss Rate Not Used)
Sum = 100.0 Sum = 15.1 Flood volume = Effective rainfall 1.26(In)
times area 30.1(Ac.)/[(In)/(Ft.)] = 3.2(Ac.Ft) Total soil loss = 0.59(In)
Total soil loss = 1.474(Ac.Ft)
Total rainfall = 1.85(In)
Flood volume = 137880.8 Cubic Feet
Total soil loss = 64229.1 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 40.864(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 12.5 25.0 37.5 50.0 ----------------------------------------------------------------------- 0+ 5 0.0088 1.28 VQ | | | | 0+10 0.0340 3.66 V Q | | | | 0+15 0.0623 4.11 V Q | | | | 0+20 0.0927 4.42 |V Q | | | | 0+25 0.1287 5.22 |V Q | | | | 0+30 0.1683 5.76 | V Q | | | | 0+35 0.2106 6.14 | V Q | | | | 0+40 0.2523 6.06 | VQ | | | | 0+45 0.2975 6.55 | V Q | | | | 0+50 0.3415 6.39 | VQ | | | | 0+55 0.3828 5.99 | Q | | | | 1+ 0 0.4259 6.26 | Q | | | | 1+ 5 0.4741 7.00 | Q | | | | 1+10 0.5281 7.84 | Q | | | | 1+15 0.5836 8.07 | QV | | | | 1+20 0.6386 7.98 | Q V | | | | 1+25 0.6964 8.40 | Q V | | | | 1+30 0.7643 9.85 | Q V| | | | 1+35 0.8332 10.01 | Q V | | | 1+40 0.9007 9.80 | Q |V | | | 1+45 0.9810 11.66 | Q| V | | | 1+50 1.0738 13.47 | Q V | | | 1+55 1.1639 13.09 | Q V | | | 2+ 0 1.2514 12.71 | Q V | | | 2+ 5 1.3417 13.10 | Q V | | | 2+10 1.4479 15.42 | | Q V | | | 2+15 1.5893 20.54 | | Q V | | 2+20 1.7375 21.51 | | Q |V | | 2+25 1.8996 23.55 | | Q | V | | 2+30 2.1372 34.50 | | | Q | | 2+35 2.4151 40.34 | | | V Q | 2+40 2.6965 40.86 | | | | Q V | 2+45 2.8923 28.42 | | | Q | V | 2+50 2.9943 14.81 | |Q | | V | 2+55 3.0687 10.81 | Q | | | V | 3+ 0 3.1218 7.70 | Q | | | V| 3+ 5 3.1482 3.84 | Q | | | V| 3+10 3.1583 1.47 |Q | | | V| 3+15 3.1623 0.58 Q | | | V| 3+20 3.1642 0.28 Q | | | V| 3+25 3.1651 0.13 Q | | | V| 3+30 3.1653 0.03 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 02/14/24 File: AREAA1006100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- AREA A
100 YR 6-HR
-------------------------------------------------------------------- Drainage Area = 30.10(Ac.) = 0.047 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 30.10(Ac.) = 0.047 Sq. Mi.
Length along longest watercourse = 2147.00(Ft.)
Length along longest watercourse measured to centroid = 1510.00(Ft.) Length along longest watercourse = 0.407 Mi.
Length along longest watercourse measured to centroid = 0.286 Mi.
Difference in elevation = 36.10(Ft.)
Slope along watercourse = 88.7788 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.068 Hr.
Lag time = 4.07 Min.
25% of lag time = 1.02 Min.
40% of lag time = 1.63 Min.
Unit time = 5.00 Min.
Duration of storm = 6 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
30.10 1.10 33.11
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
30.10 2.50 75.25
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.100(In)
Area Averaged 100-Year Rainfall = 2.500(In)
Point rain (area averaged) = 2.500(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 2.500(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
30.100 57.30 0.580
Total Area Entered = 30.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
57.3 57.3 0.498 0.580 0.238 1.000 0.238 Sum (F) = 0.238
Area averaged mean soil loss (F) (In/Hr) = 0.238
Minimum soil loss rate ((In/Hr)) = 0.119
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.440
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 122.967 26.052 7.903 2 0.167 245.934 48.616 14.748 3 0.250 368.902 13.055 3.960 4 0.333 491.869 5.887 1.786 5 0.417 614.836 3.289 0.998 6 0.500 737.803 1.843 0.559 7 0.583 860.771 1.257 0.381 Sum = 100.000 Sum= 30.335
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.50 0.150 ( 0.238) 0.066 0.084 2 0.17 0.60 0.180 ( 0.238) 0.079 0.101 3 0.25 0.60 0.180 ( 0.238) 0.079 0.101 4 0.33 0.60 0.180 ( 0.238) 0.079 0.101 5 0.42 0.60 0.180 ( 0.238) 0.079 0.101 6 0.50 0.70 0.210 ( 0.238) 0.092 0.118 7 0.58 0.70 0.210 ( 0.238) 0.092 0.118 8 0.67 0.70 0.210 ( 0.238) 0.092 0.118 9 0.75 0.70 0.210 ( 0.238) 0.092 0.118 10 0.83 0.70 0.210 ( 0.238) 0.092 0.118 11 0.92 0.70 0.210 ( 0.238) 0.092 0.118 12 1.00 0.80 0.240 ( 0.238) 0.106 0.134 13 1.08 0.80 0.240 ( 0.238) 0.106 0.134 14 1.17 0.80 0.240 ( 0.238) 0.106 0.134 15 1.25 0.80 0.240 ( 0.238) 0.106 0.134 16 1.33 0.80 0.240 ( 0.238) 0.106 0.134 17 1.42 0.80 0.240 ( 0.238) 0.106 0.134 18 1.50 0.80 0.240 ( 0.238) 0.106 0.134 19 1.58 0.80 0.240 ( 0.238) 0.106 0.134 20 1.67 0.80 0.240 ( 0.238) 0.106 0.134 21 1.75 0.80 0.240 ( 0.238) 0.106 0.134 22 1.83 0.80 0.240 ( 0.238) 0.106 0.134 23 1.92 0.80 0.240 ( 0.238) 0.106 0.134 24 2.00 0.90 0.270 ( 0.238) 0.119 0.151 25 2.08 0.80 0.240 ( 0.238) 0.106 0.134 26 2.17 0.90 0.270 ( 0.238) 0.119 0.151 27 2.25 0.90 0.270 ( 0.238) 0.119 0.151 28 2.33 0.90 0.270 ( 0.238) 0.119 0.151 29 2.42 0.90 0.270 ( 0.238) 0.119 0.151 30 2.50 0.90 0.270 ( 0.238) 0.119 0.151 31 2.58 0.90 0.270 ( 0.238) 0.119 0.151 32 2.67 0.90 0.270 ( 0.238) 0.119 0.151 33 2.75 1.00 0.300 ( 0.238) 0.132 0.168 34 2.83 1.00 0.300 ( 0.238) 0.132 0.168 35 2.92 1.00 0.300 ( 0.238) 0.132 0.168 36 3.00 1.00 0.300 ( 0.238) 0.132 0.168 37 3.08 1.00 0.300 ( 0.238) 0.132 0.168 38 3.17 1.10 0.330 ( 0.238) 0.145 0.185 39 3.25 1.10 0.330 ( 0.238) 0.145 0.185 40 3.33 1.10 0.330 ( 0.238) 0.145 0.185 41 3.42 1.20 0.360 ( 0.238) 0.158 0.202 42 3.50 1.30 0.390 ( 0.238) 0.172 0.218 43 3.58 1.40 0.420 ( 0.238) 0.185 0.235 44 3.67 1.40 0.420 ( 0.238) 0.185 0.235 45 3.75 1.50 0.450 ( 0.238) 0.198 0.252 46 3.83 1.50 0.450 ( 0.238) 0.198 0.252 47 3.92 1.60 0.480 ( 0.238) 0.211 0.269 48 4.00 1.60 0.480 ( 0.238) 0.211 0.269 49 4.08 1.70 0.510 ( 0.238) 0.224 0.286 50 4.17 1.80 0.540 ( 0.238) 0.238 0.302 51 4.25 1.90 0.570 0.238 ( 0.251) 0.332 52 4.33 2.00 0.600 0.238 ( 0.264) 0.362 53 4.42 2.10 0.630 0.238 ( 0.277) 0.392 54 4.50 2.10 0.630 0.238 ( 0.277) 0.392 55 4.58 2.20 0.660 0.238 ( 0.290) 0.422 56 4.67 2.30 0.690 0.238 ( 0.304) 0.452 57 4.75 2.40 0.720 0.238 ( 0.317) 0.482 58 4.83 2.40 0.720 0.238 ( 0.317) 0.482 59 4.92 2.50 0.750 0.238 ( 0.330) 0.512 60 5.00 2.60 0.780 0.238 ( 0.343) 0.542 61 5.08 3.10 0.930 0.238 ( 0.409) 0.692 62 5.17 3.60 1.080 0.238 ( 0.475) 0.842 63 5.25 3.90 1.170 0.238 ( 0.515) 0.932 64 5.33 4.20 1.260 0.238 ( 0.554) 1.022 65 5.42 4.70 1.410 0.238 ( 0.620) 1.172 66 5.50 5.60 1.680 0.238 ( 0.739) 1.442 67 5.58 1.90 0.570 0.238 ( 0.251) 0.332 68 5.67 0.90 0.270 ( 0.238) 0.119 0.151 69 5.75 0.60 0.180 ( 0.238) 0.079 0.101 70 5.83 0.50 0.150 ( 0.238) 0.066 0.084 71 5.92 0.30 0.090 ( 0.238) 0.040 0.050 72 6.00 0.20 0.060 ( 0.238) 0.026 0.034 (Loss Rate Not Used)
Sum = 100.0 Sum = 19.3 Flood volume = Effective rainfall 1.61(In)
times area 30.1(Ac.)/[(In)/(Ft.)] = 4.0(Ac.Ft) Total soil loss = 0.89(In)
Total soil loss = 2.238(Ac.Ft)
Total rainfall = 2.50(In)
Flood volume = 175627.3 Cubic Feet
Total soil loss = 97501.9 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 35.845(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0046 0.66 Q | | | | 0+10 0.0186 2.04 V Q | | | | 0+15 0.0366 2.62 V Q | | | | 0+20 0.0561 2.83 V Q | | | | 0+25 0.0764 2.95 V Q | | | | 0+30 0.0981 3.14 V Q | | | | 0+35 0.1217 3.43 |V Q | | | | 0+40 0.1459 3.51 |V Q | | | | 0+45 0.1702 3.54 |V Q | | | | 0+50 0.1947 3.55 |V Q | | | | 0+55 0.2192 3.56 | VQ | | | | 1+ 0 0.2447 3.70 | VQ | | | | 1+ 5 0.2719 3.95 | VQ | | | | 1+10 0.2996 4.02 | V Q | | | | 1+15 0.3275 4.05 | VQ | | | | 1+20 0.3554 4.06 | VQ | | | | 1+25 0.3835 4.07 | VQ | | | | 1+30 0.4116 4.08 | Q | | | | 1+35 0.4397 4.08 | Q | | | | 1+40 0.4678 4.08 | Q | | | | 1+45 0.4959 4.08 | Q | | | | 1+50 0.5239 4.08 | QV | | | | 1+55 0.5520 4.08 | QV | | | | 2+ 0 0.5810 4.21 | QV | | | | 2+ 5 0.6108 4.33 | Q V | | | | 2+10 0.6403 4.28 | Q V | | | | 2+15 0.6712 4.49 | Q V | | | | 2+20 0.7025 4.54 | Q V | | | | 2+25 0.7339 4.57 | Q V | | | | 2+30 0.7655 4.58 | Q V | | | | 2+35 0.7970 4.58 | Q V | | | | 2+40 0.8286 4.59 | Q V | | | | 2+45 0.8612 4.72 | Q V | | | | 2+50 0.8954 4.97 | Q V | | | | 2+55 0.9301 5.04 | Q V| | | | 3+ 0 0.9650 5.07 | Q V| | | | 3+ 5 1.0000 5.08 | Q V| | | | 3+10 1.0359 5.22 | Q V | | | 3+15 1.0737 5.48 | Q V | | | 3+20 1.1119 5.55 | Q |V | | | 3+25 1.1512 5.71 | Q |V | | | 3+30 1.1932 6.11 | Q |V | | | 3+35 1.2384 6.56 | Q | V | | | 3+40 1.2860 6.91 | Q | V | | | 3+45 1.3354 7.16 | Q | V | | | 3+50 1.3868 7.46 | Q | V | | | 3+55 1.4398 7.70 | Q | V | | | 4+ 0 1.4948 7.99 | Q | V | | | 4+ 5 1.5513 8.21 | Q | V | | | 4+10 1.6108 8.63 | Q | V | | | 4+15 1.6742 9.20 | Q| V | | | 4+20 1.7430 9.99 | Q| V | | | 4+25 1.8176 10.84 | Q V | | | 4+30 1.8967 11.48 | |Q V | | | 4+35 1.9788 11.93 | |Q V| | | 4+40 2.0664 12.72 | | Q V | | 4+45 2.1600 13.58 | | Q |V | | 4+50 2.2579 14.22 | | Q | V | | 4+55 2.3589 14.67 | | Q | V | | 5+ 0 2.4653 15.45 | | Q | V | | 5+ 5 2.5842 17.26 | | Q | V | | 5+10 2.7278 20.86 | | Q V | | 5+15 2.8964 24.47 | | | Q V | | 5+20 3.0852 27.42 | | | Q V | 5+25 3.2969 30.74 | | | Q V | 5+30 3.5437 35.85 | | | | Q | 5+35 3.7644 32.04 | | | | Q V | 5+40 3.8730 15.77 | | Q | | V | 5+45 3.9351 9.02 | Q| | | V| 5+50 3.9752 5.83 | Q | | | V| 5+55 4.0020 3.89 | Q | | | V| 6+ 0 4.0186 2.41 | Q | | | V| 6+ 5 4.0266 1.16 |Q | | | V| 6+10 4.0295 0.42 Q | | | V| 6+15 4.0309 0.20 Q | | | V| 6+20 4.0315 0.09 Q | | | V| 6+25 4.0318 0.04 Q | | | V| 6+30 4.0318 0.01 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 02/14/24 File: AREAA10024100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- AREA A
100 YR 24-HR
-------------------------------------------------------------------- Drainage Area = 30.10(Ac.) = 0.047 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 30.10(Ac.) = 0.047 Sq. Mi.
Length along longest watercourse = 2147.00(Ft.)
Length along longest watercourse measured to centroid = 1510.00(Ft.) Length along longest watercourse = 0.407 Mi.
Length along longest watercourse measured to centroid = 0.286 Mi.
Difference in elevation = 36.10(Ft.)
Slope along watercourse = 88.7788 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.068 Hr.
Lag time = 4.07 Min.
25% of lag time = 1.02 Min.
40% of lag time = 1.63 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
30.10 1.70 51.17
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
30.10 4.30 129.43
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.700(In)
Area Averaged 100-Year Rainfall = 4.300(In)
Point rain (area averaged) = 4.300(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 4.300(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
30.100 57.30 0.580
Total Area Entered = 30.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
57.3 57.3 0.498 0.580 0.238 1.000 0.238 Sum (F) = 0.238
Area averaged mean soil loss (F) (In/Hr) = 0.238
Minimum soil loss rate ((In/Hr)) = 0.119
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.440
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 122.967 26.052 7.903 2 0.167 245.934 48.616 14.748 3 0.250 368.902 13.055 3.960 4 0.333 491.869 5.887 1.786 5 0.417 614.836 3.289 0.998 6 0.500 737.803 1.843 0.559 7 0.583 860.771 1.257 0.381 Sum = 100.000 Sum= 30.335
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.034 ( 0.422) 0.015 0.019 2 0.17 0.07 0.034 ( 0.420) 0.015 0.019 3 0.25 0.07 0.034 ( 0.418) 0.015 0.019 4 0.33 0.10 0.052 ( 0.417) 0.023 0.029 5 0.42 0.10 0.052 ( 0.415) 0.023 0.029 6 0.50 0.10 0.052 ( 0.413) 0.023 0.029 7 0.58 0.10 0.052 ( 0.412) 0.023 0.029 8 0.67 0.10 0.052 ( 0.410) 0.023 0.029 9 0.75 0.10 0.052 ( 0.409) 0.023 0.029 10 0.83 0.13 0.069 ( 0.407) 0.030 0.039 11 0.92 0.13 0.069 ( 0.405) 0.030 0.039 12 1.00 0.13 0.069 ( 0.404) 0.030 0.039 13 1.08 0.10 0.052 ( 0.402) 0.023 0.029 14 1.17 0.10 0.052 ( 0.401) 0.023 0.029 15 1.25 0.10 0.052 ( 0.399) 0.023 0.029 16 1.33 0.10 0.052 ( 0.397) 0.023 0.029 17 1.42 0.10 0.052 ( 0.396) 0.023 0.029 18 1.50 0.10 0.052 ( 0.394) 0.023 0.029 19 1.58 0.10 0.052 ( 0.393) 0.023 0.029 20 1.67 0.10 0.052 ( 0.391) 0.023 0.029 21 1.75 0.10 0.052 ( 0.390) 0.023 0.029 22 1.83 0.13 0.069 ( 0.388) 0.030 0.039 23 1.92 0.13 0.069 ( 0.386) 0.030 0.039 24 2.00 0.13 0.069 ( 0.385) 0.030 0.039 25 2.08 0.13 0.069 ( 0.383) 0.030 0.039 26 2.17 0.13 0.069 ( 0.382) 0.030 0.039 27 2.25 0.13 0.069 ( 0.380) 0.030 0.039 28 2.33 0.13 0.069 ( 0.379) 0.030 0.039 29 2.42 0.13 0.069 ( 0.377) 0.030 0.039 30 2.50 0.13 0.069 ( 0.376) 0.030 0.039 31 2.58 0.17 0.086 ( 0.374) 0.038 0.048 32 2.67 0.17 0.086 ( 0.373) 0.038 0.048 33 2.75 0.17 0.086 ( 0.371) 0.038 0.048 34 2.83 0.17 0.086 ( 0.369) 0.038 0.048 35 2.92 0.17 0.086 ( 0.368) 0.038 0.048 36 3.00 0.17 0.086 ( 0.366) 0.038 0.048 37 3.08 0.17 0.086 ( 0.365) 0.038 0.048 38 3.17 0.17 0.086 ( 0.363) 0.038 0.048 39 3.25 0.17 0.086 ( 0.362) 0.038 0.048 40 3.33 0.17 0.086 ( 0.360) 0.038 0.048 41 3.42 0.17 0.086 ( 0.359) 0.038 0.048 42 3.50 0.17 0.086 ( 0.357) 0.038 0.048 43 3.58 0.17 0.086 ( 0.356) 0.038 0.048 44 3.67 0.17 0.086 ( 0.354) 0.038 0.048 45 3.75 0.17 0.086 ( 0.353) 0.038 0.048 46 3.83 0.20 0.103 ( 0.351) 0.045 0.058 47 3.92 0.20 0.103 ( 0.350) 0.045 0.058 48 4.00 0.20 0.103 ( 0.348) 0.045 0.058 49 4.08 0.20 0.103 ( 0.347) 0.045 0.058 50 4.17 0.20 0.103 ( 0.345) 0.045 0.058 51 4.25 0.20 0.103 ( 0.344) 0.045 0.058 52 4.33 0.23 0.120 ( 0.343) 0.053 0.067 53 4.42 0.23 0.120 ( 0.341) 0.053 0.067 54 4.50 0.23 0.120 ( 0.340) 0.053 0.067 55 4.58 0.23 0.120 ( 0.338) 0.053 0.067 56 4.67 0.23 0.120 ( 0.337) 0.053 0.067 57 4.75 0.23 0.120 ( 0.335) 0.053 0.067 58 4.83 0.27 0.138 ( 0.334) 0.061 0.077 59 4.92 0.27 0.138 ( 0.332) 0.061 0.077 60 5.00 0.27 0.138 ( 0.331) 0.061 0.077 61 5.08 0.20 0.103 ( 0.329) 0.045 0.058 62 5.17 0.20 0.103 ( 0.328) 0.045 0.058 63 5.25 0.20 0.103 ( 0.327) 0.045 0.058 64 5.33 0.23 0.120 ( 0.325) 0.053 0.067 65 5.42 0.23 0.120 ( 0.324) 0.053 0.067 66 5.50 0.23 0.120 ( 0.322) 0.053 0.067 67 5.58 0.27 0.138 ( 0.321) 0.061 0.077 68 5.67 0.27 0.138 ( 0.320) 0.061 0.077 69 5.75 0.27 0.138 ( 0.318) 0.061 0.077 70 5.83 0.27 0.138 ( 0.317) 0.061 0.077 71 5.92 0.27 0.138 ( 0.315) 0.061 0.077 72 6.00 0.27 0.138 ( 0.314) 0.061 0.077 73 6.08 0.30 0.155 ( 0.313) 0.068 0.087 74 6.17 0.30 0.155 ( 0.311) 0.068 0.087 75 6.25 0.30 0.155 ( 0.310) 0.068 0.087 76 6.33 0.30 0.155 ( 0.308) 0.068 0.087 77 6.42 0.30 0.155 ( 0.307) 0.068 0.087 78 6.50 0.30 0.155 ( 0.306) 0.068 0.087 79 6.58 0.33 0.172 ( 0.304) 0.076 0.096 80 6.67 0.33 0.172 ( 0.303) 0.076 0.096 81 6.75 0.33 0.172 ( 0.302) 0.076 0.096 82 6.83 0.33 0.172 ( 0.300) 0.076 0.096 83 6.92 0.33 0.172 ( 0.299) 0.076 0.096 84 7.00 0.33 0.172 ( 0.297) 0.076 0.096 85 7.08 0.33 0.172 ( 0.296) 0.076 0.096 86 7.17 0.33 0.172 ( 0.295) 0.076 0.096 87 7.25 0.33 0.172 ( 0.293) 0.076 0.096 88 7.33 0.37 0.189 ( 0.292) 0.083 0.106 89 7.42 0.37 0.189 ( 0.291) 0.083 0.106 90 7.50 0.37 0.189 ( 0.289) 0.083 0.106 91 7.58 0.40 0.206 ( 0.288) 0.091 0.116 92 7.67 0.40 0.206 ( 0.287) 0.091 0.116 93 7.75 0.40 0.206 ( 0.285) 0.091 0.116 94 7.83 0.43 0.224 ( 0.284) 0.098 0.125 95 7.92 0.43 0.224 ( 0.283) 0.098 0.125 96 8.00 0.43 0.224 ( 0.281) 0.098 0.125 97 8.08 0.50 0.258 ( 0.280) 0.114 0.144 98 8.17 0.50 0.258 ( 0.279) 0.114 0.144 99 8.25 0.50 0.258 ( 0.278) 0.114 0.144 100 8.33 0.50 0.258 ( 0.276) 0.114 0.144 101 8.42 0.50 0.258 ( 0.275) 0.114 0.144 102 8.50 0.50 0.258 ( 0.274) 0.114 0.144 103 8.58 0.53 0.275 ( 0.272) 0.121 0.154 104 8.67 0.53 0.275 ( 0.271) 0.121 0.154 105 8.75 0.53 0.275 ( 0.270) 0.121 0.154 106 8.83 0.57 0.292 ( 0.269) 0.129 0.164 107 8.92 0.57 0.292 ( 0.267) 0.129 0.164 108 9.00 0.57 0.292 ( 0.266) 0.129 0.164 109 9.08 0.63 0.327 ( 0.265) 0.144 0.183 110 9.17 0.63 0.327 ( 0.264) 0.144 0.183 111 9.25 0.63 0.327 ( 0.262) 0.144 0.183 112 9.33 0.67 0.344 ( 0.261) 0.151 0.193 113 9.42 0.67 0.344 ( 0.260) 0.151 0.193 114 9.50 0.67 0.344 ( 0.259) 0.151 0.193 115 9.58 0.70 0.361 ( 0.257) 0.159 0.202 116 9.67 0.70 0.361 ( 0.256) 0.159 0.202 117 9.75 0.70 0.361 ( 0.255) 0.159 0.202 118 9.83 0.73 0.378 ( 0.254) 0.166 0.212 119 9.92 0.73 0.378 ( 0.252) 0.166 0.212 120 10.00 0.73 0.378 ( 0.251) 0.166 0.212 121 10.08 0.50 0.258 ( 0.250) 0.114 0.144 122 10.17 0.50 0.258 ( 0.249) 0.114 0.144 123 10.25 0.50 0.258 ( 0.248) 0.114 0.144 124 10.33 0.50 0.258 ( 0.246) 0.114 0.144 125 10.42 0.50 0.258 ( 0.245) 0.114 0.144 126 10.50 0.50 0.258 ( 0.244) 0.114 0.144 127 10.58 0.67 0.344 ( 0.243) 0.151 0.193 128 10.67 0.67 0.344 ( 0.242) 0.151 0.193 129 10.75 0.67 0.344 ( 0.240) 0.151 0.193 130 10.83 0.67 0.344 ( 0.239) 0.151 0.193 131 10.92 0.67 0.344 ( 0.238) 0.151 0.193 132 11.00 0.67 0.344 ( 0.237) 0.151 0.193 133 11.08 0.63 0.327 ( 0.236) 0.144 0.183 134 11.17 0.63 0.327 ( 0.235) 0.144 0.183 135 11.25 0.63 0.327 ( 0.233) 0.144 0.183 136 11.33 0.63 0.327 ( 0.232) 0.144 0.183 137 11.42 0.63 0.327 ( 0.231) 0.144 0.183 138 11.50 0.63 0.327 ( 0.230) 0.144 0.183 139 11.58 0.57 0.292 ( 0.229) 0.129 0.164 140 11.67 0.57 0.292 ( 0.228) 0.129 0.164 141 11.75 0.57 0.292 ( 0.226) 0.129 0.164 142 11.83 0.60 0.310 ( 0.225) 0.136 0.173 143 11.92 0.60 0.310 ( 0.224) 0.136 0.173 144 12.00 0.60 0.310 ( 0.223) 0.136 0.173 145 12.08 0.83 0.430 ( 0.222) 0.189 0.241 146 12.17 0.83 0.430 ( 0.221) 0.189 0.241 147 12.25 0.83 0.430 ( 0.220) 0.189 0.241 148 12.33 0.87 0.447 ( 0.219) 0.197 0.250 149 12.42 0.87 0.447 ( 0.218) 0.197 0.250 150 12.50 0.87 0.447 ( 0.216) 0.197 0.250 151 12.58 0.93 0.482 ( 0.215) 0.212 0.270 152 12.67 0.93 0.482 ( 0.214) 0.212 0.270 153 12.75 0.93 0.482 ( 0.213) 0.212 0.270 154 12.83 0.97 0.499 0.212 ( 0.219) 0.287 155 12.92 0.97 0.499 0.211 ( 0.219) 0.288 156 13.00 0.97 0.499 0.210 ( 0.219) 0.289 157 13.08 1.13 0.585 0.209 ( 0.257) 0.376 158 13.17 1.13 0.585 0.208 ( 0.257) 0.377 159 13.25 1.13 0.585 0.207 ( 0.257) 0.378 160 13.33 1.13 0.585 0.206 ( 0.257) 0.379 161 13.42 1.13 0.585 0.205 ( 0.257) 0.380 162 13.50 1.13 0.585 0.204 ( 0.257) 0.381 163 13.58 0.77 0.396 ( 0.203) 0.174 0.222 164 13.67 0.77 0.396 ( 0.202) 0.174 0.222 165 13.75 0.77 0.396 ( 0.201) 0.174 0.222 166 13.83 0.77 0.396 ( 0.200) 0.174 0.222 167 13.92 0.77 0.396 ( 0.199) 0.174 0.222 168 14.00 0.77 0.396 ( 0.198) 0.174 0.222 169 14.08 0.90 0.464 0.197 ( 0.204) 0.268 170 14.17 0.90 0.464 0.196 ( 0.204) 0.269 171 14.25 0.90 0.464 0.195 ( 0.204) 0.270 172 14.33 0.87 0.447 0.194 ( 0.197) 0.254 173 14.42 0.87 0.447 0.193 ( 0.197) 0.255 174 14.50 0.87 0.447 0.192 ( 0.197) 0.256 175 14.58 0.87 0.447 0.191 ( 0.197) 0.257 176 14.67 0.87 0.447 0.190 ( 0.197) 0.258 177 14.75 0.87 0.447 0.189 ( 0.197) 0.259 178 14.83 0.83 0.430 0.188 ( 0.189) 0.242 179 14.92 0.83 0.430 0.187 ( 0.189) 0.243 180 15.00 0.83 0.430 0.186 ( 0.189) 0.244 181 15.08 0.80 0.413 ( 0.185) 0.182 0.231 182 15.17 0.80 0.413 ( 0.184) 0.182 0.231 183 15.25 0.80 0.413 ( 0.183) 0.182 0.231 184 15.33 0.77 0.396 ( 0.182) 0.174 0.222 185 15.42 0.77 0.396 ( 0.181) 0.174 0.222 186 15.50 0.77 0.396 ( 0.180) 0.174 0.222 187 15.58 0.63 0.327 ( 0.179) 0.144 0.183 188 15.67 0.63 0.327 ( 0.178) 0.144 0.183 189 15.75 0.63 0.327 ( 0.177) 0.144 0.183 190 15.83 0.63 0.327 ( 0.176) 0.144 0.183 191 15.92 0.63 0.327 ( 0.176) 0.144 0.183 192 16.00 0.63 0.327 ( 0.175) 0.144 0.183 193 16.08 0.13 0.069 ( 0.174) 0.030 0.039 194 16.17 0.13 0.069 ( 0.173) 0.030 0.039 195 16.25 0.13 0.069 ( 0.172) 0.030 0.039 196 16.33 0.13 0.069 ( 0.171) 0.030 0.039 197 16.42 0.13 0.069 ( 0.170) 0.030 0.039 198 16.50 0.13 0.069 ( 0.169) 0.030 0.039 199 16.58 0.10 0.052 ( 0.169) 0.023 0.029 200 16.67 0.10 0.052 ( 0.168) 0.023 0.029 201 16.75 0.10 0.052 ( 0.167) 0.023 0.029 202 16.83 0.10 0.052 ( 0.166) 0.023 0.029 203 16.92 0.10 0.052 ( 0.165) 0.023 0.029 204 17.00 0.10 0.052 ( 0.164) 0.023 0.029 205 17.08 0.17 0.086 ( 0.163) 0.038 0.048 206 17.17 0.17 0.086 ( 0.163) 0.038 0.048 207 17.25 0.17 0.086 ( 0.162) 0.038 0.048 208 17.33 0.17 0.086 ( 0.161) 0.038 0.048 209 17.42 0.17 0.086 ( 0.160) 0.038 0.048 210 17.50 0.17 0.086 ( 0.159) 0.038 0.048 211 17.58 0.17 0.086 ( 0.159) 0.038 0.048 212 17.67 0.17 0.086 ( 0.158) 0.038 0.048 213 17.75 0.17 0.086 ( 0.157) 0.038 0.048 214 17.83 0.13 0.069 ( 0.156) 0.030 0.039 215 17.92 0.13 0.069 ( 0.155) 0.030 0.039 216 18.00 0.13 0.069 ( 0.155) 0.030 0.039 217 18.08 0.13 0.069 ( 0.154) 0.030 0.039 218 18.17 0.13 0.069 ( 0.153) 0.030 0.039 219 18.25 0.13 0.069 ( 0.152) 0.030 0.039 220 18.33 0.13 0.069 ( 0.152) 0.030 0.039 221 18.42 0.13 0.069 ( 0.151) 0.030 0.039 222 18.50 0.13 0.069 ( 0.150) 0.030 0.039 223 18.58 0.10 0.052 ( 0.149) 0.023 0.029 224 18.67 0.10 0.052 ( 0.149) 0.023 0.029 225 18.75 0.10 0.052 ( 0.148) 0.023 0.029 226 18.83 0.07 0.034 ( 0.147) 0.015 0.019 227 18.92 0.07 0.034 ( 0.147) 0.015 0.019 228 19.00 0.07 0.034 ( 0.146) 0.015 0.019 229 19.08 0.10 0.052 ( 0.145) 0.023 0.029 230 19.17 0.10 0.052 ( 0.145) 0.023 0.029 231 19.25 0.10 0.052 ( 0.144) 0.023 0.029 232 19.33 0.13 0.069 ( 0.143) 0.030 0.039 233 19.42 0.13 0.069 ( 0.143) 0.030 0.039 234 19.50 0.13 0.069 ( 0.142) 0.030 0.039 235 19.58 0.10 0.052 ( 0.141) 0.023 0.029 236 19.67 0.10 0.052 ( 0.141) 0.023 0.029 237 19.75 0.10 0.052 ( 0.140) 0.023 0.029 238 19.83 0.07 0.034 ( 0.139) 0.015 0.019 239 19.92 0.07 0.034 ( 0.139) 0.015 0.019 240 20.00 0.07 0.034 ( 0.138) 0.015 0.019 241 20.08 0.10 0.052 ( 0.137) 0.023 0.029 242 20.17 0.10 0.052 ( 0.137) 0.023 0.029 243 20.25 0.10 0.052 ( 0.136) 0.023 0.029 244 20.33 0.10 0.052 ( 0.136) 0.023 0.029 245 20.42 0.10 0.052 ( 0.135) 0.023 0.029 246 20.50 0.10 0.052 ( 0.135) 0.023 0.029 247 20.58 0.10 0.052 ( 0.134) 0.023 0.029 248 20.67 0.10 0.052 ( 0.133) 0.023 0.029 249 20.75 0.10 0.052 ( 0.133) 0.023 0.029 250 20.83 0.07 0.034 ( 0.132) 0.015 0.019 251 20.92 0.07 0.034 ( 0.132) 0.015 0.019 252 21.00 0.07 0.034 ( 0.131) 0.015 0.019 253 21.08 0.10 0.052 ( 0.131) 0.023 0.029 254 21.17 0.10 0.052 ( 0.130) 0.023 0.029 255 21.25 0.10 0.052 ( 0.130) 0.023 0.029 256 21.33 0.07 0.034 ( 0.129) 0.015 0.019 257 21.42 0.07 0.034 ( 0.129) 0.015 0.019 258 21.50 0.07 0.034 ( 0.128) 0.015 0.019 259 21.58 0.10 0.052 ( 0.128) 0.023 0.029 260 21.67 0.10 0.052 ( 0.127) 0.023 0.029 261 21.75 0.10 0.052 ( 0.127) 0.023 0.029 262 21.83 0.07 0.034 ( 0.126) 0.015 0.019 263 21.92 0.07 0.034 ( 0.126) 0.015 0.019 264 22.00 0.07 0.034 ( 0.126) 0.015 0.019 265 22.08 0.10 0.052 ( 0.125) 0.023 0.029 266 22.17 0.10 0.052 ( 0.125) 0.023 0.029 267 22.25 0.10 0.052 ( 0.124) 0.023 0.029 268 22.33 0.07 0.034 ( 0.124) 0.015 0.019 269 22.42 0.07 0.034 ( 0.124) 0.015 0.019 270 22.50 0.07 0.034 ( 0.123) 0.015 0.019 271 22.58 0.07 0.034 ( 0.123) 0.015 0.019 272 22.67 0.07 0.034 ( 0.123) 0.015 0.019 273 22.75 0.07 0.034 ( 0.122) 0.015 0.019 274 22.83 0.07 0.034 ( 0.122) 0.015 0.019 275 22.92 0.07 0.034 ( 0.122) 0.015 0.019 276 23.00 0.07 0.034 ( 0.121) 0.015 0.019 277 23.08 0.07 0.034 ( 0.121) 0.015 0.019 278 23.17 0.07 0.034 ( 0.121) 0.015 0.019 279 23.25 0.07 0.034 ( 0.120) 0.015 0.019 280 23.33 0.07 0.034 ( 0.120) 0.015 0.019 281 23.42 0.07 0.034 ( 0.120) 0.015 0.019 282 23.50 0.07 0.034 ( 0.120) 0.015 0.019 283 23.58 0.07 0.034 ( 0.120) 0.015 0.019 284 23.67 0.07 0.034 ( 0.119) 0.015 0.019 285 23.75 0.07 0.034 ( 0.119) 0.015 0.019 286 23.83 0.07 0.034 ( 0.119) 0.015 0.019 287 23.92 0.07 0.034 ( 0.119) 0.015 0.019 288 24.00 0.07 0.034 ( 0.119) 0.015 0.019 (Loss Rate Not Used)
Sum = 100.0 Sum = 29.3 Flood volume = Effective rainfall 2.44(In)
times area 30.1(Ac.)/[(In)/(Ft.)] = 6.1(Ac.Ft) Total soil loss = 1.86(In)
Total soil loss = 4.662(Ac.Ft)
Total rainfall = 4.30(In)
Flood volume = 266721.4 Cubic Feet
Total soil loss = 203081.8 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 11.494(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0010 0.15 Q | | | | 0+10 0.0041 0.44 Q | | | | 0+15 0.0076 0.51 VQ | | | | 0+20 0.0119 0.62 VQ | | | | 0+25 0.0173 0.78 VQ | | | | 0+30 0.0230 0.83 VQ | | | | 0+35 0.0289 0.86 VQ | | | | 0+40 0.0349 0.87 VQ | | | | 0+45 0.0409 0.87 VQ | | | | 0+50 0.0475 0.95 VQ | | | | 0+55 0.0550 1.10 V Q | | | | 1+ 0 0.0628 1.13 V Q | | | | 1+ 5 0.0702 1.07 V Q | | | | 1+10 0.0767 0.94 VQ | | | | 1+15 0.0830 0.91 VQ | | | | 1+20 0.0892 0.90 VQ | | | | 1+25 0.0953 0.89 VQ | | | | 1+30 0.1013 0.88 VQ | | | | 1+35 0.1074 0.88 VQ | | | | 1+40 0.1134 0.88 VQ | | | | 1+45 0.1194 0.88 VQ | | | | 1+50 0.1260 0.95 VQ | | | | 1+55 0.1336 1.10 V Q | | | | 2+ 0 0.1414 1.13 V Q | | | | 2+ 5 0.1493 1.15 V Q | | | | 2+10 0.1573 1.16 |VQ | | | | 2+15 0.1653 1.17 |VQ | | | | 2+20 0.1734 1.17 |VQ | | | | 2+25 0.1814 1.17 |VQ | | | | 2+30 0.1895 1.17 |VQ | | | | 2+35 0.1980 1.25 |VQ | | | | 2+40 0.2076 1.39 |VQ | | | | 2+45 0.2174 1.43 |VQ | | | | 2+50 0.2274 1.44 |VQ | | | | 2+55 0.2374 1.45 |VQ | | | | 3+ 0 0.2474 1.46 |VQ | | | | 3+ 5 0.2575 1.46 |VQ | | | | 3+10 0.2675 1.46 |VQ | | | | 3+15 0.2776 1.46 |VQ | | | | 3+20 0.2877 1.46 |VQ | | | | 3+25 0.2977 1.46 |VQ | | | | 3+30 0.3078 1.46 | Q | | | | 3+35 0.3179 1.46 | Q | | | | 3+40 0.3279 1.46 | Q | | | | 3+45 0.3380 1.46 | Q | | | | 3+50 0.3486 1.54 | VQ | | | | 3+55 0.3602 1.68 | VQ | | | | 4+ 0 0.3720 1.72 | VQ | | | | 4+ 5 0.3839 1.74 | VQ | | | | 4+10 0.3960 1.74 | VQ | | | | 4+15 0.4080 1.75 | VQ | | | | 4+20 0.4206 1.83 | VQ | | | | 4+25 0.4342 1.97 | VQ | | | | 4+30 0.4480 2.01 | V Q | | | | 4+35 0.4620 2.03 | VQ | | | | 4+40 0.4760 2.04 | VQ | | | | 4+45 0.4901 2.04 | VQ | | | | 4+50 0.5047 2.12 | VQ | | | | 4+55 0.5203 2.26 | VQ | | | | 5+ 0 0.5362 2.30 | VQ | | | | 5+ 5 0.5511 2.17 | VQ | | | | 5+10 0.5641 1.89 | Q | | | | 5+15 0.5767 1.82 | Q | | | | 5+20 0.5895 1.87 | Q | | | | 5+25 0.6033 1.99 | Q | | | | 5+30 0.6172 2.02 | Q | | | | 5+35 0.6316 2.10 | Q | | | | 5+40 0.6472 2.26 | Q | | | | 5+45 0.6630 2.30 | Q | | | | 5+50 0.6790 2.32 | Q | | | | 5+55 0.6950 2.33 | Q | | | | 6+ 0 0.7111 2.33 | Q | | | | 6+ 5 0.7277 2.41 | Q | | | | 6+10 0.7453 2.56 | VQ | | | | 6+15 0.7632 2.60 | VQ | | | | 6+20 0.7812 2.61 | Q | | | | 6+25 0.7993 2.62 | Q | | | | 6+30 0.8174 2.63 | Q | | | | 6+35 0.8360 2.71 | Q | | | | 6+40 0.8556 2.85 | Q | | | | 6+45 0.8755 2.89 | Q | | | | 6+50 0.8955 2.90 | Q | | | | 6+55 0.9156 2.91 | Q | | | | 7+ 0 0.9357 2.92 | QV | | | | 7+ 5 0.9558 2.92 | QV | | | | 7+10 0.9760 2.92 | QV | | | | 7+15 0.9961 2.92 | QV | | | | 7+20 1.0167 3.00 | QV | | | | 7+25 1.0384 3.14 | Q | | | | 7+30 1.0603 3.18 | Q | | | | 7+35 1.0828 3.27 | QV | | | | 7+40 1.1064 3.42 | QV | | | | 7+45 1.1303 3.47 | QV | | | | 7+50 1.1548 3.57 | Q | | | | 7+55 1.1804 3.72 | Q | | | | 8+ 0 1.2063 3.76 | Q | | | | 8+ 5 1.2334 3.93 | QV | | | | 8+10 1.2626 4.23 | Q | | | | 8+15 1.2922 4.31 | Q | | | | 8+20 1.3222 4.35 | Q | | | | 8+25 1.3523 4.37 | Q | | | | 8+30 1.3824 4.38 | QV| | | | 8+35 1.4131 4.46 | QV| | | | 8+40 1.4448 4.60 | Q| | | | 8+45 1.4768 4.64 | Q| | | | 8+50 1.5094 4.73 | Q| | | | 8+55 1.5430 4.89 | QV | | | 9+ 0 1.5770 4.93 | QV | | | 9+ 5 1.6121 5.10 | Q | | | 9+10 1.6493 5.40 | Q | | | 9+15 1.6870 5.48 | QV | | | 9+20 1.7256 5.59 | |Q | | | 9+25 1.7652 5.75 | |Q | | | 9+30 1.8052 5.80 | |Q | | | 9+35 1.8458 5.90 | |QV | | | 9+40 1.8875 6.06 | | Q | | | 9+45 1.9295 6.10 | | Q | | | 9+50 1.9722 6.20 | | Q | | | 9+55 2.0159 6.35 | | QV | | | 10+ 0 2.0599 6.39 | | QV | | | 10+ 5 2.1004 5.88 | |Q V | | | 10+10 2.1341 4.89 | Q| V | | | 10+15 2.1660 4.63 | Q| V | | | 10+20 2.1971 4.52 | Q| V | | | 10+25 2.2278 4.45 | Q | V | | | 10+30 2.2582 4.41 | Q | V | | | 10+35 2.2910 4.77 | Q| V | | | 10+40 2.3287 5.48 | Q V | | | 10+45 2.3677 5.67 | |Q V | | | 10+50 2.4073 5.75 | |Q V | | | 10+55 2.4473 5.80 | |Q V | | | 11+ 0 2.4874 5.83 | |Q V | | | 11+ 5 2.5272 5.77 | |Q V | | | 11+10 2.5659 5.63 | |Q V | | | 11+15 2.6044 5.59 | |Q V | | | 11+20 2.6428 5.57 | |Q V | | | 11+25 2.6811 5.56 | |Q V | | | 11+30 2.7194 5.56 | |Q V | | | 11+35 2.7566 5.40 | Q V | | | 11+40 2.7919 5.12 | Q V | | | 11+45 2.8266 5.04 | Q V | | | 11+50 2.8616 5.08 | Q V | | | 11+55 2.8974 5.21 | Q V | | | 12+ 0 2.9335 5.23 | Q V| | | 12+ 5 2.9733 5.78 | |Q V| | | 12+10 3.0200 6.78 | | Q V| | | 12+15 3.0685 7.05 | | Q V | | 12+20 3.1185 7.25 | | Q V | | 12+25 3.1699 7.46 | | Q V | | 12+30 3.2218 7.54 | | Q |V | | 12+35 3.2751 7.73 | | Q |V | | 12+40 3.3304 8.03 | | Q |V | | 12+45 3.3862 8.11 | | Q | V | | 12+50 3.4432 8.28 | | Q | V | | 12+55 3.5022 8.56 | | Q | V | | 13+ 0 3.5618 8.66 | | Q | V | | 13+ 5 3.6266 9.41 | | Q | V | | 13+10 3.7005 10.72 | | |Q V | | 13+15 3.7770 11.10 | | | Q V | | 13+20 3.8548 11.30 | | | Q V | | 13+25 3.9334 11.41 | | | Q V | | 13+30 4.0125 11.49 | | | Q V | | 13+35 4.0834 10.29 | | Q V | | 13+40 4.1381 7.94 | | Q | V | | 13+45 4.1885 7.31 | | Q | V | | 13+50 4.2369 7.03 | | Q | V | | 13+55 4.2842 6.87 | | Q | V | | 14+ 0 4.3309 6.78 | | Q | V | | 14+ 5 4.3798 7.09 | | Q | V | | 14+10 4.4334 7.78 | | Q | V | | 14+15 4.4884 7.99 | | Q | V| | 14+20 4.5432 7.96 | | Q | V| | 14+25 4.5968 7.78 | | Q | V | 14+30 4.6503 7.77 | | Q | V | 14+35 4.7039 7.78 | | Q | V | 14+40 4.7576 7.80 | | Q | |V | 14+45 4.8114 7.82 | | Q | |V | 14+50 4.8645 7.70 | | Q | |V | 14+55 4.9160 7.48 | | Q | | V | 15+ 0 4.9672 7.44 | | Q | | V | 15+ 5 5.0177 7.33 | | Q | | V | 15+10 5.0668 7.13 | | Q | | V | 15+15 5.1155 7.07 | | Q | | V | 15+20 5.1634 6.96 | | Q | | V | 15+25 5.2103 6.81 | | Q | | V | 15+30 5.2569 6.76 | | Q | | V | 15+35 5.3012 6.44 | | Q | | V | 15+40 5.3416 5.86 | |Q | | V | 15+45 5.3809 5.70 | |Q | | V | 15+50 5.4196 5.63 | |Q | | V | 15+55 5.4581 5.59 | |Q | | V | 16+ 0 5.4965 5.57 | |Q | | V | 16+ 5 5.5269 4.41 | Q | | | V | 16+10 5.5426 2.28 | Q | | | V | 16+15 5.5543 1.71 | Q | | | V | 16+20 5.5643 1.45 | Q | | | V | 16+25 5.5733 1.31 | Q | | | V | 16+30 5.5817 1.22 | Q | | | V | 16+35 5.5893 1.09 | Q | | | V | 16+40 5.5958 0.95 |Q | | | V | 16+45 5.6021 0.91 |Q | | | V | 16+50 5.6083 0.90 |Q | | | V | 16+55 5.6144 0.89 |Q | | | V | 17+ 0 5.6204 0.88 |Q | | | V | 17+ 5 5.6275 1.03 | Q | | | V | 17+10 5.6366 1.31 | Q | | | V | 17+15 5.6461 1.39 | Q | | | V | 17+20 5.6560 1.42 | Q | | | V | 17+25 5.6659 1.44 | Q | | | V | 17+30 5.6759 1.45 | Q | | | V | 17+35 5.6860 1.46 | Q | | | V | 17+40 5.6960 1.46 | Q | | | V | 17+45 5.7061 1.46 | Q | | | V | 17+50 5.7157 1.39 | Q | | | V | 17+55 5.7242 1.24 | Q | | | V | 18+ 0 5.7325 1.21 | Q | | | V | 18+ 5 5.7407 1.19 | Q | | | V | 18+10 5.7488 1.18 | Q | | | V | 18+15 5.7569 1.17 | Q | | | V | 18+20 5.7649 1.17 | Q | | | V | 18+25 5.7730 1.17 | Q | | | V | 18+30 5.7810 1.17 | Q | | | V | 18+35 5.7886 1.09 | Q | | | V | 18+40 5.7951 0.95 |Q | | | V | 18+45 5.8014 0.91 |Q | | | V | 18+50 5.8071 0.82 |Q | | | V | 18+55 5.8117 0.67 |Q | | | V | 19+ 0 5.8160 0.62 |Q | | | V | 19+ 5 5.8206 0.68 |Q | | | V | 19+10 5.8262 0.81 |Q | | | V | 19+15 5.8320 0.84 |Q | | | V | 19+20 5.8385 0.93 |Q | | | V | 19+25 5.8460 1.09 | Q | | | V | 19+30 5.8537 1.13 | Q | | | V | 19+35 5.8611 1.07 | Q | | | V | 19+40 5.8676 0.94 |Q | | | V | 19+45 5.8739 0.91 |Q | | | V | 19+50 5.8795 0.82 |Q | | | V | 19+55 5.8841 0.67 |Q | | | V | 20+ 0 5.8884 0.62 |Q | | | V | 20+ 5 5.8931 0.68 |Q | | | V | 20+10 5.8987 0.81 |Q | | | V | 20+15 5.9045 0.84 |Q | | | V | 20+20 5.9104 0.86 |Q | | | V | 20+25 5.9164 0.87 |Q | | | V | 20+30 5.9224 0.87 |Q | | | V | 20+35 5.9285 0.88 |Q | | | V | 20+40 5.9345 0.88 |Q | | | V | 20+45 5.9405 0.88 |Q | | | V | 20+50 5.9461 0.80 |Q | | | V | 20+55 5.9506 0.66 |Q | | | V | 21+ 0 5.9549 0.62 |Q | | | V | 21+ 5 5.9595 0.68 |Q | | | V | 21+10 5.9651 0.81 |Q | | | V | 21+15 5.9710 0.84 |Q | | | V| 21+20 5.9763 0.78 |Q | | | V| 21+25 5.9808 0.65 |Q | | | V| 21+30 5.9851 0.62 |Q | | | V| 21+35 5.9897 0.68 |Q | | | V| 21+40 5.9953 0.81 |Q | | | V| 21+45 6.0012 0.84 |Q | | | V| 21+50 6.0065 0.78 |Q | | | V| 21+55 6.0110 0.65 |Q | | | V| 22+ 0 6.0153 0.62 |Q | | | V| 22+ 5 6.0199 0.68 |Q | | | V| 22+10 6.0255 0.81 |Q | | | V| 22+15 6.0314 0.84 |Q | | | V| 22+20 6.0367 0.78 |Q | | | V| 22+25 6.0412 0.65 |Q | | | V| 22+30 6.0455 0.62 |Q | | | V| 22+35 6.0496 0.60 |Q | | | V| 22+40 6.0537 0.59 |Q | | | V| 22+45 6.0578 0.59 |Q | | | V| 22+50 6.0618 0.58 |Q | | | V| 22+55 6.0658 0.58 |Q | | | V| 23+ 0 6.0698 0.58 |Q | | | V| 23+ 5 6.0739 0.58 |Q | | | V| 23+10 6.0779 0.58 |Q | | | V| 23+15 6.0819 0.58 |Q | | | V| 23+20 6.0859 0.58 |Q | | | V| 23+25 6.0900 0.58 |Q | | | V| 23+30 6.0940 0.58 |Q | | | V| 23+35 6.0980 0.58 |Q | | | V| 23+40 6.1021 0.58 |Q | | | V| 23+45 6.1061 0.58 |Q | | | V| 23+50 6.1101 0.58 |Q | | | V| 23+55 6.1141 0.58 |Q | | | V| 24+ 0 6.1182 0.58 |Q | | | V| 24+ 5 6.1211 0.43 Q | | | V| 24+10 6.1222 0.15 Q | | | V| 24+15 6.1226 0.07 Q | | | V| 24+20 6.1229 0.04 Q | | | V| 24+25 6.1230 0.02 Q | | | V| 24+30 6.1231 0.01 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 08/29/22 File: AREAB1001100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- AREA A
100-YR 1-HR
-------------------------------------------------------------------- Drainage Area = 19.99(Ac.) = 0.031 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 19.99(Ac.) = 0.031 Sq. Mi.
Length along longest watercourse = 1640.00(Ft.)
Length along longest watercourse measured to centroid = 1195.00(Ft.) Length along longest watercourse = 0.311 Mi.
Length along longest watercourse measured to centroid = 0.226 Mi.
Difference in elevation = 35.70(Ft.)
Slope along watercourse = 114.9366 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.053 Hr.
Lag time = 3.20 Min.
25% of lag time = 0.80 Min.
40% of lag time = 1.28 Min.
Unit time = 5.00 Min.
Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
19.99 0.49 9.80
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
19.99 1.20 23.99
B
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38442
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.490(In)
Area Averaged 100-Year Rainfall = 1.200(In)
Point rain (area averaged) = 1.200(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 1.200(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
19.990 57.20 0.590
Total Area Entered = 19.99(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
57.2 57.2 0.499 0.590 0.234 1.000 0.234 Sum (F) = 0.234
Area averaged mean soil loss (F) (In/Hr) = 0.234
Minimum soil loss rate ((In/Hr)) = 0.117
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.430
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5000 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 156.374 34.683 6.987 2 0.167 312.748 46.539 9.376 3 0.250 469.122 10.823 2.180 4 0.333 625.496 4.691 0.945 5 0.417 781.870 2.294 0.462 6 0.500 938.244 0.971 0.196 Sum = 100.000 Sum= 20.146
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 4.20 0.605 0.234 ( 0.260) 0.371 2 0.17 4.30 0.619 0.234 ( 0.266) 0.385 3 0.25 5.00 0.720 0.234 ( 0.310) 0.486 4 0.33 5.00 0.720 0.234 ( 0.310) 0.486 5 0.42 5.80 0.835 0.234 ( 0.359) 0.601 6 0.50 6.50 0.936 0.234 ( 0.402) 0.702 7 0.58 7.40 1.065 0.234 ( 0.458) 0.832 8 0.67 8.60 1.238 0.234 ( 0.532) 1.004 9 0.75 12.30 1.771 0.234 ( 0.761) 1.537 10 0.83 29.10 4.190 0.234 ( 1.802) 3.956 11 0.92 6.80 0.979 0.234 ( 0.421) 0.745 12 1.00 5.00 0.720 0.234 ( 0.310) 0.486 (Loss Rate Not Used)
Sum = 100.0 Sum = 11.6 Flood volume = Effective rainfall 0.97(In)
times area 20.0(Ac.)/[(In)/(Ft.)] = 1.6(Ac.Ft) Total soil loss = 0.23(In)
Total soil loss = 0.390(Ac.Ft)
Total rainfall = 1.20(In)
Flood volume = 70093.5 Cubic Feet
Total soil loss = 16967.2 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 47.142(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 12.5 25.0 37.5 50.0 ----------------------------------------------------------------------- 0+ 5 0.0179 2.59 V Q | | | | 0+10 0.0604 6.17 |V Q | | | | 0+15 0.1142 7.82 | V Q | | | | 0+20 0.1772 9.15 | V Q | | | | 0+25 0.2486 10.36 | V Q | | | | 0+30 0.3334 12.32 | VQ| | | | 0+35 0.4331 14.47 | VQ | | | 0+40 0.5518 17.24 | | Q | | | 0+45 0.7103 23.02 | | VQ | | | 0+50 1.0236 45.49 | | | V | Q | 0+55 1.3483 47.14 | | | | V Q | 1+ 0 1.4936 21.10 | | Q | | V | 1+ 5 1.5682 10.83 | Q | | | V | 1+10 1.5950 3.89 | Q | | | V| 1+15 1.6059 1.58 |Q | | | V| 1+20 1.6085 0.37 Q | | | V| 1+25 1.6091 0.10 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 08/29/22 File: AREAB1003100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- AREA A
100-YR 3-HR
-------------------------------------------------------------------- Drainage Area = 19.99(Ac.) = 0.031 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 19.99(Ac.) = 0.031 Sq. Mi.
Length along longest watercourse = 1640.00(Ft.)
Length along longest watercourse measured to centroid = 1195.00(Ft.) Length along longest watercourse = 0.311 Mi.
Length along longest watercourse measured to centroid = 0.226 Mi.
Difference in elevation = 35.70(Ft.)
Slope along watercourse = 114.9366 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.053 Hr.
Lag time = 3.20 Min.
25% of lag time = 0.80 Min.
40% of lag time = 1.28 Min.
Unit time = 5.00 Min.
Duration of storm = 3 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
19.99 0.80 15.99
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
19.99 1.85 36.98
B
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38442
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.800(In)
Area Averaged 100-Year Rainfall = 1.850(In)
Point rain (area averaged) = 1.850(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 1.850(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
19.990 57.20 0.590
Total Area Entered = 19.99(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
57.2 57.2 0.499 0.590 0.234 1.000 0.234 Sum (F) = 0.234
Area averaged mean soil loss (F) (In/Hr) = 0.234
Minimum soil loss rate ((In/Hr)) = 0.117
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.430
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 156.374 34.683 6.987 2 0.167 312.748 46.539 9.376 3 0.250 469.122 10.823 2.180 4 0.333 625.496 4.691 0.945 5 0.417 781.870 2.294 0.462 6 0.500 938.244 0.971 0.196 Sum = 100.000 Sum= 20.146
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 1.30 0.289 ( 0.234) 0.124 0.164 2 0.17 1.30 0.289 ( 0.234) 0.124 0.164 3 0.25 1.10 0.244 ( 0.234) 0.105 0.139 4 0.33 1.50 0.333 ( 0.234) 0.143 0.190 5 0.42 1.50 0.333 ( 0.234) 0.143 0.190 6 0.50 1.80 0.400 ( 0.234) 0.172 0.228 7 0.58 1.50 0.333 ( 0.234) 0.143 0.190 8 0.67 1.80 0.400 ( 0.234) 0.172 0.228 9 0.75 1.80 0.400 ( 0.234) 0.172 0.228 10 0.83 1.50 0.333 ( 0.234) 0.143 0.190 11 0.92 1.60 0.355 ( 0.234) 0.153 0.202 12 1.00 1.80 0.400 ( 0.234) 0.172 0.228 13 1.08 2.20 0.488 ( 0.234) 0.210 0.278 14 1.17 2.20 0.488 ( 0.234) 0.210 0.278 15 1.25 2.20 0.488 ( 0.234) 0.210 0.278 16 1.33 2.00 0.444 ( 0.234) 0.191 0.253 17 1.42 2.60 0.577 0.234 ( 0.248) 0.343 18 1.50 2.70 0.599 0.234 ( 0.258) 0.366 19 1.58 2.40 0.533 ( 0.234) 0.229 0.304 20 1.67 2.70 0.599 0.234 ( 0.258) 0.366 21 1.75 3.30 0.733 0.234 ( 0.315) 0.499 22 1.83 3.10 0.688 0.234 ( 0.296) 0.454 23 1.92 2.90 0.644 0.234 ( 0.277) 0.410 24 2.00 3.00 0.666 0.234 ( 0.286) 0.432 25 2.08 3.10 0.688 0.234 ( 0.296) 0.454 26 2.17 4.20 0.932 0.234 ( 0.401) 0.698 27 2.25 5.00 1.110 0.234 ( 0.477) 0.876 28 2.33 3.50 0.777 0.234 ( 0.334) 0.543 29 2.42 6.80 1.509 0.234 ( 0.649) 1.276 30 2.50 7.30 1.620 0.234 ( 0.697) 1.387 31 2.58 8.20 1.820 0.234 ( 0.783) 1.586 32 2.67 5.90 1.310 0.234 ( 0.563) 1.076 33 2.75 2.00 0.444 ( 0.234) 0.191 0.253 34 2.83 1.80 0.400 ( 0.234) 0.172 0.228 35 2.92 1.80 0.400 ( 0.234) 0.172 0.228 36 3.00 0.60 0.133 ( 0.234) 0.057 0.076 (Loss Rate Not Used)
Sum = 100.0 Sum = 15.3 Flood volume = Effective rainfall 1.27(In)
times area 20.0(Ac.)/[(In)/(Ft.)] = 2.1(Ac.Ft) Total soil loss = 0.58(In)
Total soil loss = 0.960(Ac.Ft)
Total rainfall = 1.85(In)
Flood volume = 92416.3 Cubic Feet
Total soil loss = 41814.8 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 27.936(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0079 1.15 VQ | | | | 0+10 0.0265 2.69 V Q | | | | 0+15 0.0463 2.87 V Q | | | | 0+20 0.0679 3.15 |V Q | | | | 0+25 0.0930 3.64 |V Q | | | | 0+30 0.1208 4.03 | V Q | | | | 0+35 0.1494 4.15 | V Q | | | | 0+40 0.1780 4.16 | V Q | | | | 0+45 0.2089 4.48 | V Q | | | | 0+50 0.2384 4.28 | VQ | | | | 0+55 0.2662 4.04 | Q | | | | 1+ 0 0.2956 4.26 | Q | | | | 1+ 5 0.3290 4.85 | Q | | | | 1+10 0.3660 5.38 | VQ | | | | 1+15 0.4040 5.51 | Q | | | | 1+20 0.4412 5.40 | QV | | | | 1+25 0.4812 5.82 | Q V| | | | 1+30 0.5279 6.77 | Q| | | | 1+35 0.5742 6.72 | Q V | | | 1+40 0.6203 6.70 | Q |V | | | 1+45 0.6763 8.13 | Q V | | | 1+50 0.7395 9.17 | | QV | | | 1+55 0.7999 8.77 | |Q V | | | 2+ 0 0.8589 8.56 | |Q V | | | 2+ 5 0.9198 8.86 | |Q V | | | 2+10 0.9941 10.78 | | Q V | | | 2+15 1.0930 14.35 | | QV | | 2+20 1.1911 14.25 | | Q | V | | 2+25 1.3073 16.88 | | | Q V | | 2+30 1.4732 24.09 | | | V | Q | 2+35 1.6656 27.94 | | | |V Q | 2+40 1.8520 27.06 | | | | V Q | 2+45 1.9713 17.33 | | | Q | V | 2+50 2.0312 8.70 | |Q | | V | 2+55 2.0747 6.30 | Q | | | V| 3+ 0 2.1037 4.21 | Q | | | V| 3+ 5 2.1157 1.75 | Q | | | V| 3+10 2.1194 0.54 Q | | | V| 3+15 2.1209 0.22 Q | | | V| 3+20 2.1215 0.08 Q | | | V| 3+25 2.1216 0.01 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 08/29/22 File: AREAB1006100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- AREA A
100-YR 6-HR
-------------------------------------------------------------------- Drainage Area = 19.99(Ac.) = 0.031 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 19.99(Ac.) = 0.031 Sq. Mi.
Length along longest watercourse = 1640.00(Ft.)
Length along longest watercourse measured to centroid = 1195.00(Ft.) Length along longest watercourse = 0.311 Mi.
Length along longest watercourse measured to centroid = 0.226 Mi.
Difference in elevation = 35.70(Ft.)
Slope along watercourse = 114.9366 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.053 Hr.
Lag time = 3.20 Min.
25% of lag time = 0.80 Min.
40% of lag time = 1.28 Min.
Unit time = 5.00 Min.
Duration of storm = 6 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
19.99 1.10 21.99
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
19.99 2.50 49.97
B
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38442
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.100(In)
Area Averaged 100-Year Rainfall = 2.500(In)
Point rain (area averaged) = 2.500(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 2.500(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
19.990 57.20 0.590
Total Area Entered = 19.99(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
57.2 57.2 0.499 0.590 0.234 1.000 0.234 Sum (F) = 0.234
Area averaged mean soil loss (F) (In/Hr) = 0.234
Minimum soil loss rate ((In/Hr)) = 0.117
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.430
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 156.374 34.683 6.987 2 0.167 312.748 46.539 9.376 3 0.250 469.122 10.823 2.180 4 0.333 625.496 4.691 0.945 5 0.417 781.870 2.294 0.462 6 0.500 938.244 0.971 0.196 Sum = 100.000 Sum= 20.146
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.50 0.150 ( 0.234) 0.064 0.085 2 0.17 0.60 0.180 ( 0.234) 0.077 0.103 3 0.25 0.60 0.180 ( 0.234) 0.077 0.103 4 0.33 0.60 0.180 ( 0.234) 0.077 0.103 5 0.42 0.60 0.180 ( 0.234) 0.077 0.103 6 0.50 0.70 0.210 ( 0.234) 0.090 0.120 7 0.58 0.70 0.210 ( 0.234) 0.090 0.120 8 0.67 0.70 0.210 ( 0.234) 0.090 0.120 9 0.75 0.70 0.210 ( 0.234) 0.090 0.120 10 0.83 0.70 0.210 ( 0.234) 0.090 0.120 11 0.92 0.70 0.210 ( 0.234) 0.090 0.120 12 1.00 0.80 0.240 ( 0.234) 0.103 0.137 13 1.08 0.80 0.240 ( 0.234) 0.103 0.137 14 1.17 0.80 0.240 ( 0.234) 0.103 0.137 15 1.25 0.80 0.240 ( 0.234) 0.103 0.137 16 1.33 0.80 0.240 ( 0.234) 0.103 0.137 17 1.42 0.80 0.240 ( 0.234) 0.103 0.137 18 1.50 0.80 0.240 ( 0.234) 0.103 0.137 19 1.58 0.80 0.240 ( 0.234) 0.103 0.137 20 1.67 0.80 0.240 ( 0.234) 0.103 0.137 21 1.75 0.80 0.240 ( 0.234) 0.103 0.137 22 1.83 0.80 0.240 ( 0.234) 0.103 0.137 23 1.92 0.80 0.240 ( 0.234) 0.103 0.137 24 2.00 0.90 0.270 ( 0.234) 0.116 0.154 25 2.08 0.80 0.240 ( 0.234) 0.103 0.137 26 2.17 0.90 0.270 ( 0.234) 0.116 0.154 27 2.25 0.90 0.270 ( 0.234) 0.116 0.154 28 2.33 0.90 0.270 ( 0.234) 0.116 0.154 29 2.42 0.90 0.270 ( 0.234) 0.116 0.154 30 2.50 0.90 0.270 ( 0.234) 0.116 0.154 31 2.58 0.90 0.270 ( 0.234) 0.116 0.154 32 2.67 0.90 0.270 ( 0.234) 0.116 0.154 33 2.75 1.00 0.300 ( 0.234) 0.129 0.171 34 2.83 1.00 0.300 ( 0.234) 0.129 0.171 35 2.92 1.00 0.300 ( 0.234) 0.129 0.171 36 3.00 1.00 0.300 ( 0.234) 0.129 0.171 37 3.08 1.00 0.300 ( 0.234) 0.129 0.171 38 3.17 1.10 0.330 ( 0.234) 0.142 0.188 39 3.25 1.10 0.330 ( 0.234) 0.142 0.188 40 3.33 1.10 0.330 ( 0.234) 0.142 0.188 41 3.42 1.20 0.360 ( 0.234) 0.155 0.205 42 3.50 1.30 0.390 ( 0.234) 0.168 0.222 43 3.58 1.40 0.420 ( 0.234) 0.181 0.239 44 3.67 1.40 0.420 ( 0.234) 0.181 0.239 45 3.75 1.50 0.450 ( 0.234) 0.193 0.256 46 3.83 1.50 0.450 ( 0.234) 0.193 0.256 47 3.92 1.60 0.480 ( 0.234) 0.206 0.274 48 4.00 1.60 0.480 ( 0.234) 0.206 0.274 49 4.08 1.70 0.510 ( 0.234) 0.219 0.291 50 4.17 1.80 0.540 ( 0.234) 0.232 0.308 51 4.25 1.90 0.570 0.234 ( 0.245) 0.336 52 4.33 2.00 0.600 0.234 ( 0.258) 0.366 53 4.42 2.10 0.630 0.234 ( 0.271) 0.396 54 4.50 2.10 0.630 0.234 ( 0.271) 0.396 55 4.58 2.20 0.660 0.234 ( 0.284) 0.426 56 4.67 2.30 0.690 0.234 ( 0.297) 0.456 57 4.75 2.40 0.720 0.234 ( 0.310) 0.486 58 4.83 2.40 0.720 0.234 ( 0.310) 0.486 59 4.92 2.50 0.750 0.234 ( 0.322) 0.516 60 5.00 2.60 0.780 0.234 ( 0.335) 0.546 61 5.08 3.10 0.930 0.234 ( 0.400) 0.696 62 5.17 3.60 1.080 0.234 ( 0.464) 0.846 63 5.25 3.90 1.170 0.234 ( 0.503) 0.936 64 5.33 4.20 1.260 0.234 ( 0.542) 1.026 65 5.42 4.70 1.410 0.234 ( 0.606) 1.176 66 5.50 5.60 1.680 0.234 ( 0.722) 1.446 67 5.58 1.90 0.570 0.234 ( 0.245) 0.336 68 5.67 0.90 0.270 ( 0.234) 0.116 0.154 69 5.75 0.60 0.180 ( 0.234) 0.077 0.103 70 5.83 0.50 0.150 ( 0.234) 0.064 0.085 71 5.92 0.30 0.090 ( 0.234) 0.039 0.051 72 6.00 0.20 0.060 ( 0.234) 0.026 0.034 (Loss Rate Not Used)
Sum = 100.0 Sum = 19.5 Flood volume = Effective rainfall 1.63(In)
times area 20.0(Ac.)/[(In)/(Ft.)] = 2.7(Ac.Ft) Total soil loss = 0.87(In)
Total soil loss = 1.456(Ac.Ft)
Total rainfall = 2.50(In)
Flood volume = 117969.6 Cubic Feet
Total soil loss = 63427.2 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 24.792(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0041 0.60 Q | | | | 0+10 0.0146 1.52 V Q | | | | 0+15 0.0274 1.87 V Q | | | | 0+20 0.0411 1.98 V Q | | | | 0+25 0.0551 2.04 V Q | | | | 0+30 0.0702 2.18 |VQ | | | | 0+35 0.0864 2.35 |V Q | | | | 0+40 0.1028 2.39 |V Q | | | | 0+45 0.1193 2.40 |V Q | | | | 0+50 0.1359 2.41 | VQ | | | | 0+55 0.1525 2.41 | VQ | | | | 1+ 0 0.1700 2.53 | VQ | | | | 1+ 5 0.1885 2.69 | VQ | | | | 1+10 0.2073 2.73 | Q | | | | 1+15 0.2262 2.75 | Q | | | | 1+20 0.2452 2.75 | Q | | | | 1+25 0.2642 2.76 | Q | | | | 1+30 0.2832 2.76 | QV | | | | 1+35 0.3022 2.76 | QV | | | | 1+40 0.3211 2.76 | QV | | | | 1+45 0.3401 2.76 | Q V | | | | 1+50 0.3591 2.76 | Q V | | | | 1+55 0.3781 2.76 | Q V | | | | 2+ 0 0.3979 2.88 | Q V | | | | 2+ 5 0.4180 2.92 | Q V | | | | 2+10 0.4381 2.91 | Q V | | | | 2+15 0.4591 3.05 | Q V | | | | 2+20 0.4803 3.08 | Q V | | | | 2+25 0.5017 3.09 | Q V | | | | 2+30 0.5230 3.10 | Q V | | | | 2+35 0.5444 3.10 | Q V | | | | 2+40 0.5657 3.10 | Q V | | | | 2+45 0.5879 3.22 | Q V | | | | 2+50 0.6112 3.38 | Q V| | | | 2+55 0.6347 3.42 | Q V| | | | 3+ 0 0.6584 3.44 | Q V| | | | 3+ 5 0.6821 3.44 | Q V | | | 3+10 0.7067 3.57 | Q V | | | 3+15 0.7323 3.73 | Q V | | | 3+20 0.7583 3.76 | Q |V | | | 3+25 0.7851 3.90 | Q |V | | | 3+30 0.8140 4.19 | Q | V | | | 3+35 0.8450 4.51 | Q | V | | | 3+40 0.8775 4.72 | Q | V | | | 3+45 0.9113 4.90 | Q | V | | | 3+50 0.9463 5.09 | Q | V | | | 3+55 0.9826 5.26 | Q | V | | | 4+ 0 1.0200 5.44 | Q | V | | | 4+ 5 1.0586 5.60 | Q | V | | | 4+10 1.0993 5.90 | Q | V | | | 4+15 1.1427 6.31 | Q | V | | | 4+20 1.1898 6.84 | Q| V | | | 4+25 1.2409 7.42 | Q| V | | | 4+30 1.2946 7.80 | Q V| | | 4+35 1.3505 8.12 | Q V| | | 4+40 1.4102 8.66 | |Q V | | 4+45 1.4738 9.24 | | Q |V | | 4+50 1.5400 9.62 | | Q | V | | 4+55 1.6084 9.93 | | Q | V | | 5+ 0 1.6806 10.47 | | Q | V | | 5+ 5 1.7624 11.89 | | Q | V | | 5+10 1.8619 14.44 | | Q| V | | 5+15 1.9780 16.85 | | | Q V| | 5+20 2.1075 18.81 | | | Q |V | 5+25 2.2530 21.12 | | | Q | V | 5+30 2.4237 24.79 | | | | Q V | 5+35 2.5618 20.05 | | | Q | V | 5+40 2.6248 9.15 | | Q | | V | 5+45 2.6593 5.01 | Q | | | V| 5+50 2.6807 3.11 | Q | | | V| 5+55 2.6943 1.97 | Q | | | V| 6+ 0 2.7022 1.14 |Q | | | V| 6+ 5 2.7062 0.59 Q | | | V| 6+10 2.7075 0.18 Q | | | V| 6+15 2.7080 0.07 Q | | | V| 6+20 2.7082 0.03 Q | | | V| 6+25 2.7082 0.01 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 08/29/22 File: AREAB10024100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- AREA A
100-YR 24-HR
-------------------------------------------------------------------- Drainage Area = 19.99(Ac.) = 0.031 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 19.99(Ac.) = 0.031 Sq. Mi.
Length along longest watercourse = 1640.00(Ft.)
Length along longest watercourse measured to centroid = 1195.00(Ft.) Length along longest watercourse = 0.311 Mi.
Length along longest watercourse measured to centroid = 0.226 Mi.
Difference in elevation = 35.70(Ft.)
Slope along watercourse = 114.9366 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.053 Hr.
Lag time = 3.20 Min.
25% of lag time = 0.80 Min.
40% of lag time = 1.28 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
19.99 1.70 33.98
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
19.99 4.30 85.96
B
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38442
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.700(In)
Area Averaged 100-Year Rainfall = 4.300(In)
Point rain (area averaged) = 4.300(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 4.300(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
19.990 57.20 0.590
Total Area Entered = 19.99(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
57.2 57.2 0.499 0.590 0.234 1.000 0.234 Sum (F) = 0.234
Area averaged mean soil loss (F) (In/Hr) = 0.234
Minimum soil loss rate ((In/Hr)) = 0.117
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.430
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 156.374 34.683 6.987 2 0.167 312.748 46.539 9.376 3 0.250 469.122 10.823 2.180 4 0.333 625.496 4.691 0.945 5 0.417 781.870 2.294 0.462 6 0.500 938.244 0.971 0.196 Sum = 100.000 Sum= 20.146
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.034 ( 0.415) 0.015 0.020 2 0.17 0.07 0.034 ( 0.413) 0.015 0.020 3 0.25 0.07 0.034 ( 0.411) 0.015 0.020 4 0.33 0.10 0.052 ( 0.410) 0.022 0.029 5 0.42 0.10 0.052 ( 0.408) 0.022 0.029 6 0.50 0.10 0.052 ( 0.407) 0.022 0.029 7 0.58 0.10 0.052 ( 0.405) 0.022 0.029 8 0.67 0.10 0.052 ( 0.403) 0.022 0.029 9 0.75 0.10 0.052 ( 0.402) 0.022 0.029 10 0.83 0.13 0.069 ( 0.400) 0.030 0.039 11 0.92 0.13 0.069 ( 0.399) 0.030 0.039 12 1.00 0.13 0.069 ( 0.397) 0.030 0.039 13 1.08 0.10 0.052 ( 0.395) 0.022 0.029 14 1.17 0.10 0.052 ( 0.394) 0.022 0.029 15 1.25 0.10 0.052 ( 0.392) 0.022 0.029 16 1.33 0.10 0.052 ( 0.391) 0.022 0.029 17 1.42 0.10 0.052 ( 0.389) 0.022 0.029 18 1.50 0.10 0.052 ( 0.388) 0.022 0.029 19 1.58 0.10 0.052 ( 0.386) 0.022 0.029 20 1.67 0.10 0.052 ( 0.385) 0.022 0.029 21 1.75 0.10 0.052 ( 0.383) 0.022 0.029 22 1.83 0.13 0.069 ( 0.381) 0.030 0.039 23 1.92 0.13 0.069 ( 0.380) 0.030 0.039 24 2.00 0.13 0.069 ( 0.378) 0.030 0.039 25 2.08 0.13 0.069 ( 0.377) 0.030 0.039 26 2.17 0.13 0.069 ( 0.375) 0.030 0.039 27 2.25 0.13 0.069 ( 0.374) 0.030 0.039 28 2.33 0.13 0.069 ( 0.372) 0.030 0.039 29 2.42 0.13 0.069 ( 0.371) 0.030 0.039 30 2.50 0.13 0.069 ( 0.369) 0.030 0.039 31 2.58 0.17 0.086 ( 0.368) 0.037 0.049 32 2.67 0.17 0.086 ( 0.366) 0.037 0.049 33 2.75 0.17 0.086 ( 0.365) 0.037 0.049 34 2.83 0.17 0.086 ( 0.363) 0.037 0.049 35 2.92 0.17 0.086 ( 0.362) 0.037 0.049 36 3.00 0.17 0.086 ( 0.360) 0.037 0.049 37 3.08 0.17 0.086 ( 0.359) 0.037 0.049 38 3.17 0.17 0.086 ( 0.357) 0.037 0.049 39 3.25 0.17 0.086 ( 0.356) 0.037 0.049 40 3.33 0.17 0.086 ( 0.354) 0.037 0.049 41 3.42 0.17 0.086 ( 0.353) 0.037 0.049 42 3.50 0.17 0.086 ( 0.351) 0.037 0.049 43 3.58 0.17 0.086 ( 0.350) 0.037 0.049 44 3.67 0.17 0.086 ( 0.348) 0.037 0.049 45 3.75 0.17 0.086 ( 0.347) 0.037 0.049 46 3.83 0.20 0.103 ( 0.345) 0.044 0.059 47 3.92 0.20 0.103 ( 0.344) 0.044 0.059 48 4.00 0.20 0.103 ( 0.343) 0.044 0.059 49 4.08 0.20 0.103 ( 0.341) 0.044 0.059 50 4.17 0.20 0.103 ( 0.340) 0.044 0.059 51 4.25 0.20 0.103 ( 0.338) 0.044 0.059 52 4.33 0.23 0.120 ( 0.337) 0.052 0.069 53 4.42 0.23 0.120 ( 0.335) 0.052 0.069 54 4.50 0.23 0.120 ( 0.334) 0.052 0.069 55 4.58 0.23 0.120 ( 0.332) 0.052 0.069 56 4.67 0.23 0.120 ( 0.331) 0.052 0.069 57 4.75 0.23 0.120 ( 0.330) 0.052 0.069 58 4.83 0.27 0.138 ( 0.328) 0.059 0.078 59 4.92 0.27 0.138 ( 0.327) 0.059 0.078 60 5.00 0.27 0.138 ( 0.325) 0.059 0.078 61 5.08 0.20 0.103 ( 0.324) 0.044 0.059 62 5.17 0.20 0.103 ( 0.323) 0.044 0.059 63 5.25 0.20 0.103 ( 0.321) 0.044 0.059 64 5.33 0.23 0.120 ( 0.320) 0.052 0.069 65 5.42 0.23 0.120 ( 0.318) 0.052 0.069 66 5.50 0.23 0.120 ( 0.317) 0.052 0.069 67 5.58 0.27 0.138 ( 0.316) 0.059 0.078 68 5.67 0.27 0.138 ( 0.314) 0.059 0.078 69 5.75 0.27 0.138 ( 0.313) 0.059 0.078 70 5.83 0.27 0.138 ( 0.311) 0.059 0.078 71 5.92 0.27 0.138 ( 0.310) 0.059 0.078 72 6.00 0.27 0.138 ( 0.309) 0.059 0.078 73 6.08 0.30 0.155 ( 0.307) 0.067 0.088 74 6.17 0.30 0.155 ( 0.306) 0.067 0.088 75 6.25 0.30 0.155 ( 0.305) 0.067 0.088 76 6.33 0.30 0.155 ( 0.303) 0.067 0.088 77 6.42 0.30 0.155 ( 0.302) 0.067 0.088 78 6.50 0.30 0.155 ( 0.300) 0.067 0.088 79 6.58 0.33 0.172 ( 0.299) 0.074 0.098 80 6.67 0.33 0.172 ( 0.298) 0.074 0.098 81 6.75 0.33 0.172 ( 0.296) 0.074 0.098 82 6.83 0.33 0.172 ( 0.295) 0.074 0.098 83 6.92 0.33 0.172 ( 0.294) 0.074 0.098 84 7.00 0.33 0.172 ( 0.292) 0.074 0.098 85 7.08 0.33 0.172 ( 0.291) 0.074 0.098 86 7.17 0.33 0.172 ( 0.290) 0.074 0.098 87 7.25 0.33 0.172 ( 0.288) 0.074 0.098 88 7.33 0.37 0.189 ( 0.287) 0.081 0.108 89 7.42 0.37 0.189 ( 0.286) 0.081 0.108 90 7.50 0.37 0.189 ( 0.285) 0.081 0.108 91 7.58 0.40 0.206 ( 0.283) 0.089 0.118 92 7.67 0.40 0.206 ( 0.282) 0.089 0.118 93 7.75 0.40 0.206 ( 0.281) 0.089 0.118 94 7.83 0.43 0.224 ( 0.279) 0.096 0.127 95 7.92 0.43 0.224 ( 0.278) 0.096 0.127 96 8.00 0.43 0.224 ( 0.277) 0.096 0.127 97 8.08 0.50 0.258 ( 0.275) 0.111 0.147 98 8.17 0.50 0.258 ( 0.274) 0.111 0.147 99 8.25 0.50 0.258 ( 0.273) 0.111 0.147 100 8.33 0.50 0.258 ( 0.272) 0.111 0.147 101 8.42 0.50 0.258 ( 0.270) 0.111 0.147 102 8.50 0.50 0.258 ( 0.269) 0.111 0.147 103 8.58 0.53 0.275 ( 0.268) 0.118 0.157 104 8.67 0.53 0.275 ( 0.267) 0.118 0.157 105 8.75 0.53 0.275 ( 0.265) 0.118 0.157 106 8.83 0.57 0.292 ( 0.264) 0.126 0.167 107 8.92 0.57 0.292 ( 0.263) 0.126 0.167 108 9.00 0.57 0.292 ( 0.262) 0.126 0.167 109 9.08 0.63 0.327 ( 0.260) 0.141 0.186 110 9.17 0.63 0.327 ( 0.259) 0.141 0.186 111 9.25 0.63 0.327 ( 0.258) 0.141 0.186 112 9.33 0.67 0.344 ( 0.257) 0.148 0.196 113 9.42 0.67 0.344 ( 0.255) 0.148 0.196 114 9.50 0.67 0.344 ( 0.254) 0.148 0.196 115 9.58 0.70 0.361 ( 0.253) 0.155 0.206 116 9.67 0.70 0.361 ( 0.252) 0.155 0.206 117 9.75 0.70 0.361 ( 0.251) 0.155 0.206 118 9.83 0.73 0.378 ( 0.249) 0.163 0.216 119 9.92 0.73 0.378 ( 0.248) 0.163 0.216 120 10.00 0.73 0.378 ( 0.247) 0.163 0.216 121 10.08 0.50 0.258 ( 0.246) 0.111 0.147 122 10.17 0.50 0.258 ( 0.245) 0.111 0.147 123 10.25 0.50 0.258 ( 0.243) 0.111 0.147 124 10.33 0.50 0.258 ( 0.242) 0.111 0.147 125 10.42 0.50 0.258 ( 0.241) 0.111 0.147 126 10.50 0.50 0.258 ( 0.240) 0.111 0.147 127 10.58 0.67 0.344 ( 0.239) 0.148 0.196 128 10.67 0.67 0.344 ( 0.237) 0.148 0.196 129 10.75 0.67 0.344 ( 0.236) 0.148 0.196 130 10.83 0.67 0.344 ( 0.235) 0.148 0.196 131 10.92 0.67 0.344 ( 0.234) 0.148 0.196 132 11.00 0.67 0.344 ( 0.233) 0.148 0.196 133 11.08 0.63 0.327 ( 0.232) 0.141 0.186 134 11.17 0.63 0.327 ( 0.231) 0.141 0.186 135 11.25 0.63 0.327 ( 0.229) 0.141 0.186 136 11.33 0.63 0.327 ( 0.228) 0.141 0.186 137 11.42 0.63 0.327 ( 0.227) 0.141 0.186 138 11.50 0.63 0.327 ( 0.226) 0.141 0.186 139 11.58 0.57 0.292 ( 0.225) 0.126 0.167 140 11.67 0.57 0.292 ( 0.224) 0.126 0.167 141 11.75 0.57 0.292 ( 0.223) 0.126 0.167 142 11.83 0.60 0.310 ( 0.222) 0.133 0.176 143 11.92 0.60 0.310 ( 0.220) 0.133 0.176 144 12.00 0.60 0.310 ( 0.219) 0.133 0.176 145 12.08 0.83 0.430 ( 0.218) 0.185 0.245 146 12.17 0.83 0.430 ( 0.217) 0.185 0.245 147 12.25 0.83 0.430 ( 0.216) 0.185 0.245 148 12.33 0.87 0.447 ( 0.215) 0.192 0.255 149 12.42 0.87 0.447 ( 0.214) 0.192 0.255 150 12.50 0.87 0.447 ( 0.213) 0.192 0.255 151 12.58 0.93 0.482 ( 0.212) 0.207 0.275 152 12.67 0.93 0.482 ( 0.211) 0.207 0.275 153 12.75 0.93 0.482 ( 0.210) 0.207 0.275 154 12.83 0.97 0.499 0.209 ( 0.214) 0.290 155 12.92 0.97 0.499 0.208 ( 0.214) 0.291 156 13.00 0.97 0.499 0.206 ( 0.214) 0.292 157 13.08 1.13 0.585 0.205 ( 0.251) 0.379 158 13.17 1.13 0.585 0.204 ( 0.251) 0.380 159 13.25 1.13 0.585 0.203 ( 0.251) 0.381 160 13.33 1.13 0.585 0.202 ( 0.251) 0.382 161 13.42 1.13 0.585 0.201 ( 0.251) 0.383 162 13.50 1.13 0.585 0.200 ( 0.251) 0.385 163 13.58 0.77 0.396 ( 0.199) 0.170 0.225 164 13.67 0.77 0.396 ( 0.198) 0.170 0.225 165 13.75 0.77 0.396 ( 0.197) 0.170 0.225 166 13.83 0.77 0.396 ( 0.196) 0.170 0.225 167 13.92 0.77 0.396 ( 0.195) 0.170 0.225 168 14.00 0.77 0.396 ( 0.194) 0.170 0.225 169 14.08 0.90 0.464 0.193 ( 0.200) 0.271 170 14.17 0.90 0.464 0.192 ( 0.200) 0.272 171 14.25 0.90 0.464 0.191 ( 0.200) 0.273 172 14.33 0.87 0.447 0.190 ( 0.192) 0.257 173 14.42 0.87 0.447 0.189 ( 0.192) 0.258 174 14.50 0.87 0.447 0.188 ( 0.192) 0.259 175 14.58 0.87 0.447 0.187 ( 0.192) 0.260 176 14.67 0.87 0.447 0.186 ( 0.192) 0.261 177 14.75 0.87 0.447 0.185 ( 0.192) 0.262 178 14.83 0.83 0.430 0.185 ( 0.185) 0.245 179 14.92 0.83 0.430 0.184 ( 0.185) 0.246 180 15.00 0.83 0.430 0.183 ( 0.185) 0.247 181 15.08 0.80 0.413 ( 0.182) 0.177 0.235 182 15.17 0.80 0.413 ( 0.181) 0.177 0.235 183 15.25 0.80 0.413 ( 0.180) 0.177 0.235 184 15.33 0.77 0.396 ( 0.179) 0.170 0.225 185 15.42 0.77 0.396 ( 0.178) 0.170 0.225 186 15.50 0.77 0.396 ( 0.177) 0.170 0.225 187 15.58 0.63 0.327 ( 0.176) 0.141 0.186 188 15.67 0.63 0.327 ( 0.175) 0.141 0.186 189 15.75 0.63 0.327 ( 0.174) 0.141 0.186 190 15.83 0.63 0.327 ( 0.173) 0.141 0.186 191 15.92 0.63 0.327 ( 0.173) 0.141 0.186 192 16.00 0.63 0.327 ( 0.172) 0.141 0.186 193 16.08 0.13 0.069 ( 0.171) 0.030 0.039 194 16.17 0.13 0.069 ( 0.170) 0.030 0.039 195 16.25 0.13 0.069 ( 0.169) 0.030 0.039 196 16.33 0.13 0.069 ( 0.168) 0.030 0.039 197 16.42 0.13 0.069 ( 0.167) 0.030 0.039 198 16.50 0.13 0.069 ( 0.167) 0.030 0.039 199 16.58 0.10 0.052 ( 0.166) 0.022 0.029 200 16.67 0.10 0.052 ( 0.165) 0.022 0.029 201 16.75 0.10 0.052 ( 0.164) 0.022 0.029 202 16.83 0.10 0.052 ( 0.163) 0.022 0.029 203 16.92 0.10 0.052 ( 0.162) 0.022 0.029 204 17.00 0.10 0.052 ( 0.162) 0.022 0.029 205 17.08 0.17 0.086 ( 0.161) 0.037 0.049 206 17.17 0.17 0.086 ( 0.160) 0.037 0.049 207 17.25 0.17 0.086 ( 0.159) 0.037 0.049 208 17.33 0.17 0.086 ( 0.158) 0.037 0.049 209 17.42 0.17 0.086 ( 0.157) 0.037 0.049 210 17.50 0.17 0.086 ( 0.157) 0.037 0.049 211 17.58 0.17 0.086 ( 0.156) 0.037 0.049 212 17.67 0.17 0.086 ( 0.155) 0.037 0.049 213 17.75 0.17 0.086 ( 0.154) 0.037 0.049 214 17.83 0.13 0.069 ( 0.154) 0.030 0.039 215 17.92 0.13 0.069 ( 0.153) 0.030 0.039 216 18.00 0.13 0.069 ( 0.152) 0.030 0.039 217 18.08 0.13 0.069 ( 0.151) 0.030 0.039 218 18.17 0.13 0.069 ( 0.151) 0.030 0.039 219 18.25 0.13 0.069 ( 0.150) 0.030 0.039 220 18.33 0.13 0.069 ( 0.149) 0.030 0.039 221 18.42 0.13 0.069 ( 0.148) 0.030 0.039 222 18.50 0.13 0.069 ( 0.148) 0.030 0.039 223 18.58 0.10 0.052 ( 0.147) 0.022 0.029 224 18.67 0.10 0.052 ( 0.146) 0.022 0.029 225 18.75 0.10 0.052 ( 0.146) 0.022 0.029 226 18.83 0.07 0.034 ( 0.145) 0.015 0.020 227 18.92 0.07 0.034 ( 0.144) 0.015 0.020 228 19.00 0.07 0.034 ( 0.143) 0.015 0.020 229 19.08 0.10 0.052 ( 0.143) 0.022 0.029 230 19.17 0.10 0.052 ( 0.142) 0.022 0.029 231 19.25 0.10 0.052 ( 0.141) 0.022 0.029 232 19.33 0.13 0.069 ( 0.141) 0.030 0.039 233 19.42 0.13 0.069 ( 0.140) 0.030 0.039 234 19.50 0.13 0.069 ( 0.140) 0.030 0.039 235 19.58 0.10 0.052 ( 0.139) 0.022 0.029 236 19.67 0.10 0.052 ( 0.138) 0.022 0.029 237 19.75 0.10 0.052 ( 0.138) 0.022 0.029 238 19.83 0.07 0.034 ( 0.137) 0.015 0.020 239 19.92 0.07 0.034 ( 0.136) 0.015 0.020 240 20.00 0.07 0.034 ( 0.136) 0.015 0.020 241 20.08 0.10 0.052 ( 0.135) 0.022 0.029 242 20.17 0.10 0.052 ( 0.135) 0.022 0.029 243 20.25 0.10 0.052 ( 0.134) 0.022 0.029 244 20.33 0.10 0.052 ( 0.133) 0.022 0.029 245 20.42 0.10 0.052 ( 0.133) 0.022 0.029 246 20.50 0.10 0.052 ( 0.132) 0.022 0.029 247 20.58 0.10 0.052 ( 0.132) 0.022 0.029 248 20.67 0.10 0.052 ( 0.131) 0.022 0.029 249 20.75 0.10 0.052 ( 0.131) 0.022 0.029 250 20.83 0.07 0.034 ( 0.130) 0.015 0.020 251 20.92 0.07 0.034 ( 0.130) 0.015 0.020 252 21.00 0.07 0.034 ( 0.129) 0.015 0.020 253 21.08 0.10 0.052 ( 0.129) 0.022 0.029 254 21.17 0.10 0.052 ( 0.128) 0.022 0.029 255 21.25 0.10 0.052 ( 0.128) 0.022 0.029 256 21.33 0.07 0.034 ( 0.127) 0.015 0.020 257 21.42 0.07 0.034 ( 0.127) 0.015 0.020 258 21.50 0.07 0.034 ( 0.126) 0.015 0.020 259 21.58 0.10 0.052 ( 0.126) 0.022 0.029 260 21.67 0.10 0.052 ( 0.125) 0.022 0.029 261 21.75 0.10 0.052 ( 0.125) 0.022 0.029 262 21.83 0.07 0.034 ( 0.124) 0.015 0.020 263 21.92 0.07 0.034 ( 0.124) 0.015 0.020 264 22.00 0.07 0.034 ( 0.123) 0.015 0.020 265 22.08 0.10 0.052 ( 0.123) 0.022 0.029 266 22.17 0.10 0.052 ( 0.123) 0.022 0.029 267 22.25 0.10 0.052 ( 0.122) 0.022 0.029 268 22.33 0.07 0.034 ( 0.122) 0.015 0.020 269 22.42 0.07 0.034 ( 0.122) 0.015 0.020 270 22.50 0.07 0.034 ( 0.121) 0.015 0.020 271 22.58 0.07 0.034 ( 0.121) 0.015 0.020 272 22.67 0.07 0.034 ( 0.120) 0.015 0.020 273 22.75 0.07 0.034 ( 0.120) 0.015 0.020 274 22.83 0.07 0.034 ( 0.120) 0.015 0.020 275 22.92 0.07 0.034 ( 0.120) 0.015 0.020 276 23.00 0.07 0.034 ( 0.119) 0.015 0.020 277 23.08 0.07 0.034 ( 0.119) 0.015 0.020 278 23.17 0.07 0.034 ( 0.119) 0.015 0.020 279 23.25 0.07 0.034 ( 0.118) 0.015 0.020 280 23.33 0.07 0.034 ( 0.118) 0.015 0.020 281 23.42 0.07 0.034 ( 0.118) 0.015 0.020 282 23.50 0.07 0.034 ( 0.118) 0.015 0.020 283 23.58 0.07 0.034 ( 0.118) 0.015 0.020 284 23.67 0.07 0.034 ( 0.117) 0.015 0.020 285 23.75 0.07 0.034 ( 0.117) 0.015 0.020 286 23.83 0.07 0.034 ( 0.117) 0.015 0.020 287 23.92 0.07 0.034 ( 0.117) 0.015 0.020 288 24.00 0.07 0.034 ( 0.117) 0.015 0.020 (Loss Rate Not Used)
Sum = 100.0 Sum = 29.8 Flood volume = Effective rainfall 2.48(In)
times area 20.0(Ac.)/[(In)/(Ft.)] = 4.1(Ac.Ft) Total soil loss = 1.82(In)
Total soil loss = 3.029(Ac.Ft)
Total rainfall = 4.30(In)
Flood volume = 180055.4 Cubic Feet
Total soil loss = 131956.3 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 7.730(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0009 0.14 Q | | | | 0+10 0.0032 0.32 VQ | | | | 0+15 0.0057 0.36 VQ | | | | 0+20 0.0088 0.45 VQ | | | | 0+25 0.0126 0.55 V Q | | | | 0+30 0.0165 0.58 V Q | | | | 0+35 0.0206 0.59 V Q | | | | 0+40 0.0246 0.59 V Q | | | | 0+45 0.0287 0.59 V Q | | | | 0+50 0.0333 0.66 V Q | | | | 0+55 0.0385 0.75 V Q | | | | 1+ 0 0.0438 0.77 V Q | | | | 1+ 5 0.0487 0.72 V Q | | | | 1+10 0.0531 0.63 V Q | | | | 1+15 0.0573 0.61 V Q | | | | 1+20 0.0614 0.60 V Q | | | | 1+25 0.0655 0.59 V Q | | | | 1+30 0.0696 0.59 V Q | | | | 1+35 0.0736 0.59 V Q | | | | 1+40 0.0777 0.59 V Q | | | | 1+45 0.0818 0.59 V Q | | | | 1+50 0.0864 0.66 V Q | | | | 1+55 0.0916 0.75 V Q | | | | 2+ 0 0.0969 0.77 V Q | | | | 2+ 5 0.1023 0.78 V Q | | | | 2+10 0.1077 0.79 |V Q | | | | 2+15 0.1132 0.79 |V Q | | | | 2+20 0.1186 0.79 |V Q | | | | 2+25 0.1240 0.79 |V Q | | | | 2+30 0.1295 0.79 |V Q | | | | 2+35 0.1354 0.86 |V Q | | | | 2+40 0.1420 0.95 |V Q | | | | 2+45 0.1487 0.97 |V Q | | | | 2+50 0.1554 0.98 |V Q | | | | 2+55 0.1622 0.99 |V Q | | | | 3+ 0 0.1690 0.99 |V Q | | | | 3+ 5 0.1758 0.99 |V Q | | | | 3+10 0.1826 0.99 |V Q | | | | 3+15 0.1894 0.99 |V Q | | | | 3+20 0.1962 0.99 |V Q | | | | 3+25 0.2030 0.99 |V Q | | | | 3+30 0.2098 0.99 | VQ | | | | 3+35 0.2166 0.99 | VQ | | | | 3+40 0.2234 0.99 | VQ | | | | 3+45 0.2303 0.99 | VQ | | | | 3+50 0.2375 1.06 | V Q | | | | 3+55 0.2454 1.15 | V Q | | | | 4+ 0 0.2535 1.17 | V Q | | | | 4+ 5 0.2616 1.18 | V Q | | | | 4+10 0.2698 1.18 | V Q | | | | 4+15 0.2779 1.19 | V Q | | | | 4+20 0.2866 1.25 | V Q | | | | 4+25 0.2958 1.35 | V Q | | | | 4+30 0.3053 1.37 | V Q | | | | 4+35 0.3147 1.38 | V Q | | | | 4+40 0.3243 1.38 | V Q | | | | 4+45 0.3338 1.38 | V Q | | | | 4+50 0.3438 1.45 | V Q | | | | 4+55 0.3544 1.54 | V Q | | | | 5+ 0 0.3652 1.57 | V Q | | | | 5+ 5 0.3751 1.44 | V Q | | | | 5+10 0.3838 1.26 | V Q | | | | 5+15 0.3921 1.22 | VQ | | | | 5+20 0.4009 1.27 | V Q | | | | 5+25 0.4102 1.35 | V Q | | | | 5+30 0.4196 1.37 | VQ | | | | 5+35 0.4295 1.45 | VQ | | | | 5+40 0.4402 1.54 | V Q | | | | 5+45 0.4509 1.57 | V Q | | | | 5+50 0.4618 1.57 | V Q | | | | 5+55 0.4726 1.58 | V Q | | | | 6+ 0 0.4835 1.58 | V Q | | | | 6+ 5 0.4949 1.65 | V Q | | | | 6+10 0.5069 1.74 | V Q | | | | 6+15 0.5190 1.76 | V Q | | | | 6+20 0.5312 1.77 | V Q | | | | 6+25 0.5435 1.78 | V Q | | | | 6+30 0.5557 1.78 | V Q | | | | 6+35 0.5684 1.85 | V Q | | | | 6+40 0.5818 1.94 | V Q | | | | 6+45 0.5953 1.96 | V Q | | | | 6+50 0.6089 1.97 | V Q | | | | 6+55 0.6225 1.97 | VQ | | | | 7+ 0 0.6361 1.98 | VQ | | | | 7+ 5 0.6497 1.98 | VQ | | | | 7+10 0.6633 1.98 | VQ | | | | 7+15 0.6769 1.98 | VQ | | | | 7+20 0.6910 2.04 | V Q | | | | 7+25 0.7057 2.14 | V Q | | | | 7+30 0.7205 2.16 | V Q | | | | 7+35 0.7359 2.24 | VQ | | | | 7+40 0.7520 2.33 | V Q| | | | 7+45 0.7682 2.36 | V Q| | | | 7+50 0.7850 2.43 | V Q| | | | 7+55 0.8024 2.53 | V Q | | | 8+ 0 0.8200 2.55 | V Q | | | 8+ 5 0.8386 2.70 | V Q | | | 8+10 0.8585 2.89 | V |Q | | | 8+15 0.8787 2.93 | V |Q | | | 8+20 0.8990 2.95 | V |Q | | | 8+25 0.9194 2.96 | V |Q | | | 8+30 0.9398 2.96 | V|Q | | | 8+35 0.9607 3.03 | V| Q | | | 8+40 0.9822 3.12 | V| Q | | | 8+45 1.0039 3.15 | V| Q | | | 8+50 1.0261 3.22 | V| Q | | | 8+55 1.0489 3.32 | V Q | | | 9+ 0 1.0720 3.34 | V Q | | | 9+ 5 1.0960 3.49 | V Q | | | 9+10 1.1213 3.68 | V Q | | | 9+15 1.1470 3.72 | |V Q | | | 9+20 1.1732 3.81 | |V Q | | | 9+25 1.2002 3.91 | |V Q | | | 9+30 1.2273 3.94 | |V Q | | | 9+35 1.2549 4.01 | | V Q | | | 9+40 1.2832 4.11 | | V Q | | | 9+45 1.3117 4.13 | | V Q | | | 9+50 1.3407 4.21 | | V Q | | | 9+55 1.3704 4.31 | | V Q | | | 10+ 0 1.4002 4.33 | | V Q | | | 10+ 5 1.4268 3.86 | | V Q | | | 10+10 1.4490 3.22 | | Q V | | | 10+15 1.4702 3.07 | | Q V | | | 10+20 1.4909 3.01 | | Q V | | | 10+25 1.5114 2.98 | |Q V | | | 10+30 1.5318 2.96 | |Q V | | | 10+35 1.5546 3.31 | | Q V | | | 10+40 1.5805 3.77 | | Q | | | 10+45 1.6072 3.87 | | Q | | | 10+50 1.6342 3.92 | | Q | | | 10+55 1.6613 3.94 | | QV | | | 11+ 0 1.6886 3.95 | | QV | | | 11+ 5 1.7153 3.88 | | QV | | | 11+10 1.7414 3.79 | | QV | | | 11+15 1.7674 3.77 | | Q V | | | 11+20 1.7933 3.76 | | Q V | | | 11+25 1.8192 3.76 | | Q V | | | 11+30 1.8450 3.75 | | Q V | | | 11+35 1.8699 3.62 | | Q V | | | 11+40 1.8936 3.43 | | Q V | | | 11+45 1.9169 3.39 | | Q V | | | 11+50 1.9406 3.44 | | Q V | | | 11+55 1.9649 3.52 | | Q V| | | 12+ 0 1.9893 3.54 | | Q V| | | 12+ 5 2.0170 4.03 | | Q V| | | 12+10 2.0493 4.68 | | QV| | | 12+15 2.0825 4.83 | | QV | | 12+20 2.1167 4.96 | | QV | | 12+25 2.1518 5.09 | | Q | | 12+30 2.1870 5.12 | | QV | | 12+35 2.2233 5.27 | | |Q | | 12+40 2.2609 5.46 | | |Q | | 12+45 2.2988 5.50 | | | Q | | 12+50 2.3376 5.63 | | | Q | | 12+55 2.3775 5.79 | | | Q | | 13+ 0 2.4177 5.85 | | | Q | | 13+ 5 2.4624 6.48 | | | V Q | | 13+10 2.5128 7.32 | | | V Q| | 13+15 2.5647 7.53 | | | V Q | 13+20 2.6172 7.63 | | | V Q | 13+25 2.6702 7.69 | | | V Q | 13+30 2.7234 7.73 | | | V Q | 13+35 2.7691 6.63 | | | Q | | 13+40 2.8045 5.14 | | Q V | | 13+45 2.8376 4.80 | | Q| V | | 13+50 2.8696 4.65 | | Q | V | | 13+55 2.9011 4.58 | | Q | V | | 14+ 0 2.9324 4.54 | | Q | V | | 14+ 5 2.9659 4.86 | | Q| V | | 14+10 3.0024 5.30 | | |Q V| | 14+15 3.0397 5.42 | | |Q V| | 14+20 3.0766 5.36 | | |Q V| | 14+25 3.1127 5.24 | | Q V | 14+30 3.1487 5.23 | | Q V | 14+35 3.1847 5.23 | | Q V | 14+40 3.2208 5.24 | | Q |V | 14+45 3.2570 5.26 | | |Q |V | 14+50 3.2925 5.16 | | Q |V | 14+55 3.3270 5.01 | | Q | V | 15+ 0 3.3614 5.00 | | Q| | V | 15+ 5 3.3952 4.91 | | Q| | V | 15+10 3.4282 4.79 | | Q| | V | 15+15 3.4610 4.76 | | Q| | V | 15+20 3.4932 4.68 | | Q | | V | 15+25 3.5248 4.58 | | Q | | V | 15+30 3.5562 4.56 | | Q | | V | 15+35 3.5857 4.28 | | Q | | V | 15+40 3.6126 3.90 | | Q | | V | 15+45 3.6389 3.82 | | Q | | V | 15+50 3.6649 3.78 | | Q | | V | 15+55 3.6908 3.76 | | Q | | V | 16+ 0 3.7167 3.75 | | Q | | V | 16+ 5 3.7354 2.73 | Q | | V | 16+10 3.7447 1.35 | Q | | | V | 16+15 3.7518 1.03 | Q | | | V | 16+20 3.7579 0.89 | Q | | | V | 16+25 3.7635 0.82 | Q | | | V | 16+30 3.7690 0.79 | Q | | | V | 16+35 3.7739 0.72 | Q | | | V | 16+40 3.7783 0.63 | Q | | | V | 16+45 3.7825 0.61 | Q | | | V | 16+50 3.7866 0.60 | Q | | | V | 16+55 3.7907 0.59 | Q | | | V | 17+ 0 3.7948 0.59 | Q | | | V | 17+ 5 3.7998 0.73 | Q | | | V | 17+10 3.8061 0.91 | Q | | | V | 17+15 3.8127 0.96 | Q | | | V | 17+20 3.8194 0.98 | Q | | | V | 17+25 3.8262 0.98 | Q | | | V | 17+30 3.8330 0.99 | Q | | | V | 17+35 3.8398 0.99 | Q | | | V | 17+40 3.8466 0.99 | Q | | | V | 17+45 3.8534 0.99 | Q | | | V | 17+50 3.8597 0.92 | Q | | | V | 17+55 3.8654 0.83 | Q | | | V | 18+ 0 3.8710 0.81 | Q | | | V | 18+ 5 3.8765 0.80 | Q | | | V | 18+10 3.8819 0.79 | Q | | | V | 18+15 3.8874 0.79 | Q | | | V | 18+20 3.8928 0.79 | Q | | | V | 18+25 3.8983 0.79 | Q | | | V | 18+30 3.9037 0.79 | Q | | | V | 18+35 3.9087 0.72 | Q | | | V | 18+40 3.9130 0.63 | Q | | | V | 18+45 3.9172 0.61 | Q | | | V | 18+50 3.9209 0.53 | Q | | | V | 18+55 3.9239 0.43 |Q | | | V | 19+ 0 3.9267 0.41 |Q | | | V | 19+ 5 3.9299 0.47 |Q | | | V | 19+10 3.9338 0.56 | Q | | | V | 19+15 3.9377 0.58 | Q | | | V | 19+20 3.9422 0.65 | Q | | | V | 19+25 3.9474 0.75 | Q | | | V | 19+30 3.9528 0.77 | Q | | | V | 19+35 3.9577 0.72 | Q | | | V | 19+40 3.9620 0.63 | Q | | | V | 19+45 3.9662 0.61 | Q | | | V | 19+50 3.9699 0.53 | Q | | | V | 19+55 3.9728 0.43 |Q | | | V | 20+ 0 3.9757 0.41 |Q | | | V | 20+ 5 3.9789 0.47 |Q | | | V | 20+10 3.9828 0.56 | Q | | | V | 20+15 3.9867 0.58 | Q | | | V | 20+20 3.9908 0.59 | Q | | | V | 20+25 3.9948 0.59 | Q | | | V | 20+30 3.9989 0.59 | Q | | | V | 20+35 4.0030 0.59 | Q | | | V | 20+40 4.0071 0.59 | Q | | | V | 20+45 4.0112 0.59 | Q | | | V | 20+50 4.0148 0.52 | Q | | | V | 20+55 4.0178 0.43 |Q | | | V | 21+ 0 4.0206 0.41 |Q | | | V | 21+ 5 4.0238 0.47 |Q | | | V | 21+10 4.0277 0.56 | Q | | | V | 21+15 4.0316 0.58 | Q | | | V| 21+20 4.0352 0.52 | Q | | | V| 21+25 4.0382 0.43 |Q | | | V| 21+30 4.0410 0.41 |Q | | | V| 21+35 4.0442 0.47 |Q | | | V| 21+40 4.0481 0.56 | Q | | | V| 21+45 4.0521 0.58 | Q | | | V| 21+50 4.0556 0.52 | Q | | | V| 21+55 4.0586 0.43 |Q | | | V| 22+ 0 4.0614 0.41 |Q | | | V| 22+ 5 4.0647 0.47 |Q | | | V| 22+10 4.0685 0.56 | Q | | | V| 22+15 4.0725 0.58 | Q | | | V| 22+20 4.0760 0.52 | Q | | | V| 22+25 4.0790 0.43 |Q | | | V| 22+30 4.0818 0.41 |Q | | | V| 22+35 4.0846 0.40 |Q | | | V| 22+40 4.0873 0.40 |Q | | | V| 22+45 4.0901 0.40 |Q | | | V| 22+50 4.0928 0.40 |Q | | | V| 22+55 4.0955 0.40 |Q | | | V| 23+ 0 4.0982 0.40 |Q | | | V| 23+ 5 4.1009 0.40 |Q | | | V| 23+10 4.1037 0.40 |Q | | | V| 23+15 4.1064 0.40 |Q | | | V| 23+20 4.1091 0.40 |Q | | | V| 23+25 4.1118 0.40 |Q | | | V| 23+30 4.1146 0.40 |Q | | | V| 23+35 4.1173 0.40 |Q | | | V| 23+40 4.1200 0.40 |Q | | | V| 23+45 4.1227 0.40 |Q | | | V| 23+50 4.1254 0.40 |Q | | | V| 23+55 4.1282 0.40 |Q | | | V| 24+ 0 4.1309 0.40 |Q | | | V| 24+ 5 4.1327 0.26 |Q | | | V| 24+10 4.1332 0.07 Q | | | V| 24+15 4.1334 0.03 Q | | | V| 24+20 4.1335 0.01 Q | | | V| 24+25 4.1335 0.00 Q | | | V| -----------------------------------------------------------------------
APPENDIX D
FLOOD ROUTING CALCULATIONS
TABLE A
AREA A
BASIN NO 1
DETENTION BASIN SIZE
STAGE VS. VOLUME
1590.5 0 527 0 0 0.000 0.000 0.00
1591 0.5 527 527 92 0.002 0.002 0.47
1592 1.5 527 527 184 0.004 0.006 1.06
1593 2.5 5,614 3,071 1,965 0.045 0.051 1.42
1594 3.5 6,651 6,133 6,133 0.141 0.192 1.80
1595 4.5 7,743 7,197 7,197 0.165 0.357 2.09
1596 5.5 8,892 8,318 8,318 0.191 0.548 2.34
1597 6.5 10,096 9,494 9,494 0.218 0.766 2.57
1598 7.5 11,355 10,726 10,726 0.246 1.013 2.78
1599 8.5 12,671 12,013 12,013 0.276 1.288 6.24
1600 9.5 14,042 13,357 13,357 0.307 1.595 8.15
1601 10.5 15,470 14,756 14,756 0.339 1.934 9.59
1602 11.5 16,985 16,228 16,228 0.373 2.306 10.80
1603 12.5 18,622 17,804 17,804 0.409 2.715 11.88
1604 13.5 20,311 19,467 19,467 0.447 3.162 12.85
1605 14.5 10,156 10,156 0.233 3.395 13.75
NOTES:
SAND FILTER AREA
DESIGN
FLOW (cfs)
TOTAL VOLUME
(ac-ft)ELEVATION CONTOUR AREA
(sf)
AVG. AREA
(sf) VOLUME (cu. ft.) VOLUME (ac - ft.)DETENTION
BASIN DEPTH (ft)
TABLE B
DETENTION BASIN OUTLET
AREA A
BASIN NO 1
RISER 1
ORIFICE 1 ORIFICE 2 ORIFICE 3 ORIFICE 4
Rectangular Outlet Circular Outlet Circular Outlet Circular Outlet WQ Outlet (Orifice) WQ Outlet (Orifice) WQ Outlet (Orifice) WQ Outlet (Orifice) Q(WQ)=CA(2gH)^0.5 Q(WQ)=CA(2gH)^0.5 Q(WQ)=CA(2gH)^0.5 Q(WQ)=CA(2gH)^0.5 C= 0.6 C= 0.6 C= 0.6 C= 0.6
Area Total= 0.00 sq-ft Area Total= 0.20 sq-ft Area Total= 0.02 sq-ft Area Total= 0.79 sq-ft W= 4 in Hole Diameter = 6 in Hole Diameter = 2 in Hole Diameter = 6 in H= 4 in # of holes = 1 # of holes = 1 # of holes = 4
# of holes = 0
Elevation = 1595 ft Elevation = 1590.5 ft Elevation = 1593 ft Elevation = 1598 ft 1590.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1591 0.50 0.00 0.50 0.47 0.00 0.00 0.00 0.00 0.47
1592 1.50 0.00 1.50 1.06 0.00 0.00 0.00 0.00 1.06
1593 2.50 0.00 2.50 1.42 0.00 0.00 0.00 0.00 1.42
1594 3.50 0.00 3.50 1.70 1.00 0.10 0.00 0.00 1.80
1595 4.50 0.00 4.50 1.95 2.00 0.15 0.00 0.00 2.09
1596 5.50 0.00 5.50 2.17 3.00 0.18 0.00 0.00 2.34
1597 6.50 0.00 6.50 2.36 4.00 0.21 0.00 0.00 2.57
1598 7.50 0.00 7.50 2.54 5.00 0.23 0.00 0.00 2.78
1599 8.50 0.00 8.50 2.71 6.00 0.26 1.00 3.27 6.24
1600 9.50 0.00 9.50 2.87 7.00 0.28 2.00 5.00 8.15
1601 10.50 0.00 10.50 3.03 8.00 0.30 3.00 6.27 9.59
1602 11.50 0.00 11.50 3.17 9.00 0.31 4.00 7.32 10.80
1603 12.50 0.00 12.50 3.31 10.00 0.33 5.00 8.24 11.88
1604 13.50 0.00 13.50 3.44 11.00 0.35 6.00 9.06 12.85
1605 14.50 0.00 14.50 3.57 12.00 0.36 7.00 9.82 13.75
Q TOTAL (cfs)ELEVATION DEPTH (H)
ABOVE ORIFICE Q(WQ) (cfs) DEPTH (H) ABOVE
ORIFICE 2 Q(WQ) (cfs) DEPTH (H) ABOVE
ORIFICE 3 Q(WQ) (cfs) DEPTH (H) ABOVE
ORIFICE 4 Q(WQ) (cfs)
TABLE A
AREA A
BASIN NO 1
DETENTION BASIN SIZE
STAGE VS. VOLUME
1572.5 0 795 0 0 0.000 0.000 0.00
1574 1.5 795 795 417 0.010 0.010 1.06
1575 2.5 795 795 278 0.006 0.016 1.42
1576 3.5 5,220 3,008 1,827 0.042 0.058 1.70
1577 4.5 6,287 5,754 5,754 0.132 0.190 2.01
1578 5.5 7,418 6,853 6,853 0.157 0.347 2.25
1579 6.5 8,613 8,016 8,016 0.184 0.531 2.46
1580 7.5 9,872 9,243 9,243 0.212 0.743 2.66
1581 8.5 11,196 10,534 10,534 0.242 0.985 6.12
1582 9.5 12,583 11,890 11,890 0.273 1.258 8.02
1583 10.5 14,034 13,309 13,309 0.306 1.564 9.45
1584 11.5 15,549 14,792 14,792 0.340 1.903 10.66
NOTES:
SAND FILTER AREA
DESIGN
FLOW (cfs)
TOTAL VOLUME
(ac-ft)ELEVATION CONTOUR AREA
(sf)
AVG. AREA
(sf) VOLUME (cu. ft.) VOLUME (ac - ft.)DETENTION
BASIN DEPTH (ft)
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38442
TABLE B
DETENTION BASIN OUTLET
AREA B
BASIN NO 2
RISER 1
ORIFICE 1 ORIFICE 2 ORIFICE 3 ORIFICE 4
Rectangular Outlet Circular Outlet Circular Outlet Circular Outlet WQ Outlet (Orifice) WQ Outlet (Orifice) WQ Outlet (Orifice) WQ Outlet (Orifice) Q(WQ)=CA(2gH)^0.5 Q(WQ)=CA(2gH)^0.5 Q(WQ)=CA(2gH)^0.5 Q(WQ)=CA(2gH)^0.5 C= 0.6 C= 0.6 C= 0.6 C= 0.6
Area Total= 0.00 sq-ft Area Total= 0.20 sq-ft Area Total= 0.01 sq-ft Area Total= 0.79 sq-ft W= 4 in Hole Diameter = 6 in Hole Diameter = 1.5 in Hole Diameter = 6 in H= 4 in # of holes = 1 # of holes = 1 # of holes = 4
# of holes = 0
Elevation = 1572.5 ft Elevation = 1572.5 ft Elevation = 1576 ft Elevation = 1580.00 ft 1572.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1574 1.50 0.00 1.50 1.06 0.00 0.00 0.00 0.00 1.06
1575 2.50 0.00 2.50 1.42 0.00 0.00 0.00 0.00 1.42
1576 3.50 0.00 3.50 1.70 0.00 0.00 0.00 0.00 1.70
1577 4.50 0.00 4.50 1.95 1.00 0.06 0.00 0.00 2.01
1578 5.50 0.00 5.50 2.17 2.00 0.08 0.00 0.00 2.25
1579 6.50 0.00 6.50 2.36 3.00 0.10 0.00 0.00 2.46
1580 7.50 0.00 7.50 2.54 4.00 0.12 0.00 0.00 2.66
1581 8.50 0.00 8.50 2.71 5.00 0.13 1.00 3.27 6.12
1582 9.50 0.00 9.50 2.87 6.00 0.14 2.00 5.00 8.02
1583 10.50 0.00 10.50 3.03 7.00 0.16 3.00 6.27 9.45
1584 11.50 0.00 11.50 3.17 8.00 0.17 4.00 7.32 10.66
Q TOTAL (cfs)ELEVATION DEPTH (H)
ABOVE ORIFICE Q(WQ) (cfs) DEPTH (H) ABOVE
ORIFICE 2 Q(WQ) (cfs) DEPTH (H) ABOVE
ORIFICE 3 Q(WQ) (cfs) DEPTH (H) ABOVE
ORIFICE 4 Q(WQ) (cfs)
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38442
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005
Study date: 02/14/24
--------------------------------------------------------------------- AREA A
100-YR STORM
1-HR
-------------------------------------------------------------------- Program License Serial Number 6094
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: AREAA.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 18
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 73.471 (CFS)
Total volume = 2.413 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING ****
______________________________________________________________________ User entry of depth-outflow-storage data
-------------------------------------------------------------------- Total number of inflow hydrograph intervals = 18
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
-------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
--------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------------
0.000 0.000 0.000 0.000 0.000
0.500 0.002 0.470 0.000 0.004
1.500 0.006 1.060 0.002 0.010
2.500 0.051 1.420 0.046 0.056
100-YR 1-HR
3.500 0.192 1.800 0.186 0.198
4.500 0.357 2.090 0.350 0.364
5.500 0.548 2.340 0.540 0.556
6.500 0.766 2.570 0.757 0.775
7.500 1.013 2.780 1.003 1.023
8.500 1.288 6.240 1.267 1.309
9.500 1.595 8.150 1.567 1.623
10.500 1.934 9.590 1.901 1.967
11.500 2.306 10.800 2.269 2.343
12.500 2.715 11.880 2.674 2.756
13.500 3.162 12.850 3.118 3.206
-------------------------------------------------------------------- Hydrograph Detention Basin Routing
--------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 18.4 36.74 55.10 73.47 (Ft.)
0.083 2.90 1.06 0.006 OI | | | | 1.51
0.167 8.43 1.31 0.037 O I | | | | 2.19
0.250 10.89 1.54 0.094 O I | | | | 2.80
0.333 13.09 1.73 0.165 O I | | | | 3.31
0.417 14.79 1.90 0.249 O I | | | | 3.84
0.500 17.69 2.07 0.347 O I| | | | 4.44
0.583 20.90 2.23 0.465 O |I | | | 5.07
0.667 24.85 2.40 0.607 |O | I | | | 5.77
0.750 32.46 2.59 0.787 |O | I | | | 6.58
0.833 60.52 3.69 1.085 |O | | | I | 7.76
0.917 73.47 7.61 1.508 | O | | | I 9.22
1.000 34.87 9.12 1.823 | O | I| | | 10.17
1.083 19.51 9.63 1.946 | O I | | | 10.53
1.167 8.42 9.72 1.975 | IO | | | | 10.61
1.250 4.40 9.65 1.953 |I O | | | | 10.55
1.333 2.40 9.49 1.910 |I O | | | | 10.43
1.417 0.55 9.26 1.856 I O | | | | 10.27
1.500 0.18 9.00 1.796 I O | | | | 10.09
1.583 0.00 8.75 1.735 I O | | | | 9.91
1.667 0.00 8.49 1.676 I O | | | | 9.74
1.750 0.00 8.25 1.618 I O | | | | 9.57
1.833 0.00 7.95 1.562 I O | | | | 9.39
1.917 0.00 7.61 1.509 I O | | | | 9.22
2.000 0.00 7.29 1.457 I O | | | | 9.05
2.083 0.00 6.99 1.408 I O | | | | 8.89
2.167 0.00 6.70 1.361 I O | | | | 8.74
2.250 0.00 6.41 1.316 I O | | | | 8.59
2.333 0.00 6.05 1.273 I O | | | | 8.45
2.417 0.00 5.55 1.233 I O | | | | 8.30
2.500 0.00 5.09 1.196 I O | | | | 8.17
2.583 0.00 4.67 1.163 I O | | | | 8.05
2.667 0.00 4.28 1.132 IO | | | | 7.93
2.750 0.00 3.92 1.104 IO | | | | 7.83
2.833 0.00 3.60 1.078 IO | | | | 7.74
2.917 0.00 3.30 1.054 IO | | | | 7.65
3.000 0.00 3.02 1.032 IO | | | | 7.57
3.083 0.00 2.78 1.012 IO | | | | 7.50
3.167 0.00 2.76 0.993 IO | | | | 7.42
3.250 0.00 2.75 0.974 IO | | | | 7.34
3.333 0.00 2.73 0.956 IO | | | | 7.27
3.417 0.00 2.72 0.937 IO | | | | 7.19
3.500 0.00 2.70 0.918 IO | | | | 7.12
3.583 0.00 2.68 0.900 IO | | | | 7.04
3.667 0.00 2.67 0.881 IO | | | | 6.97
3.750 0.00 2.65 0.863 IO | | | | 6.89
3.833 0.00 2.64 0.845 IO | | | | 6.82
3.917 0.00 2.62 0.827 IO | | | | 6.75
4.000 0.00 2.61 0.809 IO | | | | 6.67
4.083 0.00 2.59 0.791 IO | | | | 6.60
4.167 0.00 2.58 0.773 IO | | | | 6.53
4.250 0.00 2.56 0.755 IO | | | | 6.45
4.333 0.00 2.54 0.738 IO | | | | 6.37
4.417 0.00 2.52 0.720 IO | | | | 6.29
4.500 0.00 2.50 0.703 IO | | | | 6.21
4.583 0.00 2.49 0.686 IO | | | | 6.13
4.667 0.00 2.47 0.669 IO | | | | 6.05
4.750 0.00 2.45 0.652 IO | | | | 5.98
4.833 0.00 2.43 0.635 IO | | | | 5.90
4.917 0.00 2.41 0.618 IO | | | | 5.82
5.000 0.00 2.40 0.602 IO | | | | 5.75
5.083 0.00 2.38 0.585 IO | | | | 5.67
5.167 0.00 2.36 0.569 IO | | | | 5.60
5.250 0.00 2.34 0.553 IO | | | | 5.52
5.333 0.00 2.33 0.537 IO | | | | 5.44
5.417 0.00 2.30 0.521 IO | | | | 5.36
5.500 0.00 2.28 0.505 O | | | | 5.27
5.583 0.00 2.26 0.489 O | | | | 5.19
5.667 0.00 2.24 0.474 O | | | | 5.11
5.750 0.00 2.22 0.458 O | | | | 5.03
5.833 0.00 2.20 0.443 O | | | | 4.95
5.917 0.00 2.18 0.428 O | | | | 4.87
6.000 0.00 2.16 0.413 O | | | | 4.79
6.083 0.00 2.14 0.398 O | | | | 4.72
6.167 0.00 2.12 0.383 O | | | | 4.64
6.250 0.00 2.11 0.369 O | | | | 4.56
6.333 0.00 2.09 0.354 O | | | | 4.48
6.417 0.00 2.06 0.340 O | | | | 4.40
6.500 0.00 2.04 0.326 O | | | | 4.31
6.583 0.00 2.01 0.312 O | | | | 4.23
6.667 0.00 1.99 0.298 O | | | | 4.14
6.750 0.00 1.96 0.285 O | | | | 4.06
6.833 0.00 1.94 0.271 O | | | | 3.98
6.917 0.00 1.92 0.258 O | | | | 3.90
7.000 0.00 1.89 0.245 O | | | | 3.82
7.083 0.00 1.87 0.232 O | | | | 3.74
7.167 0.00 1.85 0.219 O | | | | 3.66
7.250 0.00 1.83 0.207 O | | | | 3.59
7.333 0.00 1.80 0.194 O | | | | 3.51
7.417 0.00 1.77 0.182 O | | | | 3.43
7.500 0.00 1.74 0.170 O | | | | 3.34
7.583 0.00 1.71 0.158 O | | | | 3.26
7.667 0.00 1.68 0.146 O | | | | 3.17
7.750 0.00 1.65 0.135 O | | | | 3.09
7.833 0.00 1.62 0.123 O | | | | 3.01
7.917 0.00 1.59 0.112 O | | | | 2.94
8.000 0.00 1.56 0.102 O | | | | 2.86
8.083 0.00 1.53 0.091 O | | | | 2.78
8.167 0.00 1.50 0.081 O | | | | 2.71
8.250 0.00 1.47 0.070 O | | | | 2.64
8.333 0.00 1.44 0.060 O | | | | 2.57
8.417 0.00 1.42 0.050 O | | | | 2.49
8.500 0.00 1.34 0.041 O | | | | 2.28
8.583 0.00 1.27 0.032 O | | | | 2.08
8.667 0.00 1.20 0.023 O | | | | 1.89
8.750 0.00 1.14 0.015 O | | | | 1.71
8.833 0.00 1.07 0.008 O | | | | 1.54
8.917 0.00 0.52 0.002 O | | | | 0.58
9.000 0.00 0.07 0.000 O | | | | 0.07
9.083 0.00 0.01 0.000 O | | | | 0.01
9.167 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 110
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 9.725 (CFS)
Total volume = 2.413 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** --------------------------------------------------------------------
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005
Study date: 02/14/24
--------------------------------------------------------------------- AREA A
100-YR STORM
3-HR
-------------------------------------------------------------------- Program License Serial Number 6094
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: AREAA.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 42
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 40.864 (CFS)
Total volume = 3.165 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING ****
______________________________________________________________________ User entry of depth-outflow-storage data
-------------------------------------------------------------------- Total number of inflow hydrograph intervals = 42
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
-------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
--------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------------
0.000 0.000 0.000 0.000 0.000
0.500 0.002 0.470 0.000 0.004
1.500 0.006 1.060 0.002 0.010
2.500 0.051 1.420 0.046 0.056
100-YR 3-HR
3.500 0.192 1.800 0.186 0.198
4.500 0.357 2.090 0.350 0.364
5.500 0.548 2.340 0.540 0.556
6.500 0.766 2.570 0.757 0.775
7.500 1.013 2.780 1.003 1.023
8.500 1.288 6.240 1.267 1.309
9.500 1.595 8.150 1.567 1.623
10.500 1.934 9.590 1.901 1.967
11.500 2.306 10.800 2.269 2.343
12.500 2.715 11.880 2.674 2.756
13.500 3.162 12.850 3.118 3.206
-------------------------------------------------------------------- Hydrograph Detention Basin Routing
--------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 10.2 20.43 30.65 40.86 (Ft.)
0.083 1.28 0.55 0.003 OI | | | | 0.63
0.167 3.66 1.12 0.014 O I | | | | 1.67
0.250 4.11 1.27 0.032 O I | | | | 2.08
0.333 4.42 1.42 0.052 |O I | | | | 2.51
0.417 5.22 1.49 0.076 |O I | | | | 2.67
0.500 5.76 1.56 0.103 |O I | | | | 2.87
0.583 6.14 1.64 0.133 |O I | | | | 3.08
0.667 6.06 1.72 0.163 |O I | | | | 3.30
0.750 6.55 1.80 0.195 |O I | | | | 3.52
0.833 6.39 1.86 0.226 |O I | | | | 3.71
0.917 5.99 1.91 0.256 |O I | | | | 3.89
1.000 6.26 1.96 0.285 |O I | | | | 4.06
1.083 7.00 2.02 0.317 |O I | | | | 4.26
1.167 7.84 2.08 0.354 |O I | | | | 4.48
1.250 8.07 2.14 0.394 |O I | | | | 4.69
1.333 7.98 2.19 0.434 |O I | | | | 4.91
1.417 8.40 2.25 0.476 |O I | | | | 5.12
1.500 9.85 2.31 0.523 |O I| | | | 5.37
1.583 10.01 2.37 0.575 |O I| | | | 5.62
1.667 9.80 2.42 0.627 |O I| | | | 5.86
1.750 11.66 2.48 0.684 |O |I | | | 6.12
1.833 13.47 2.56 0.753 | O | I | | | 6.44
1.917 13.09 2.62 0.827 | O | I | | | 6.75
2.000 12.71 2.68 0.897 | O |I | | | 7.03
2.083 13.10 2.74 0.967 | O | I | | | 7.32
2.167 15.42 3.18 1.045 | O | I | | | 7.62
2.250 20.54 4.41 1.143 | O | I | | 7.97
2.333 21.51 5.79 1.252 | O | I | | 8.37
2.417 23.55 6.72 1.365 | O | | I | | 8.75
2.500 34.50 7.65 1.515 | O | | | I | 9.24
2.583 40.34 8.67 1.716 | O | | | I| 9.86
2.667 40.86 9.59 1.933 | O| | | I 10.50
2.750 28.42 10.14 2.104 | O| | I | | 10.96
2.833 14.81 10.40 2.182 | O I | | | 11.17
2.917 10.81 10.45 2.198 | O | | | 11.21
3.000 7.70 10.42 2.190 | I O | | | 11.19
3.083 3.84 10.32 2.159 | I O | | | 11.10
3.167 1.47 10.15 2.106 |I O| | | | 10.96
3.250 0.58 9.95 2.044 I O| | | | 10.80
3.333 0.28 9.74 1.979 I O| | | | 10.62
3.417 0.13 9.51 1.915 I O| | | | 10.44
3.500 0.03 9.24 1.851 I O| | | | 10.25
3.583 0.00 8.97 1.788 I O| | | | 10.07
3.667 0.00 8.71 1.727 I O | | | | 9.89
3.750 0.00 8.46 1.668 I O | | | | 9.72
3.833 0.00 8.22 1.611 I O | | | | 9.55
3.917 0.00 7.90 1.555 I O | | | | 9.37
4.000 0.00 7.57 1.502 I O | | | | 9.20
4.083 0.00 7.25 1.451 I O | | | | 9.03
4.167 0.00 6.95 1.402 I O | | | | 8.87
4.250 0.00 6.66 1.355 I O | | | | 8.72
4.333 0.00 6.38 1.310 I O | | | | 8.57
4.417 0.00 5.98 1.268 I O | | | | 8.43
4.500 0.00 5.49 1.228 I O | | | | 8.28
4.583 0.00 5.03 1.192 I O | | | | 8.15
4.667 0.00 4.61 1.159 I O | | | | 8.03
4.750 0.00 4.23 1.128 I O | | | | 7.92
4.833 0.00 3.88 1.100 I O | | | | 7.82
4.917 0.00 3.56 1.075 I O | | | | 7.72
5.000 0.00 3.26 1.051 I O | | | | 7.64
5.083 0.00 2.99 1.030 I O | | | | 7.56
5.167 0.00 2.78 1.010 I O | | | | 7.49
5.250 0.00 2.76 0.991 I O | | | | 7.41
5.333 0.00 2.74 0.972 I O | | | | 7.33
5.417 0.00 2.73 0.953 I O | | | | 7.26
5.500 0.00 2.71 0.934 I O | | | | 7.18
5.583 0.00 2.70 0.916 I O | | | | 7.11
5.667 0.00 2.68 0.897 I O | | | | 7.03
5.750 0.00 2.67 0.879 I O | | | | 6.96
5.833 0.00 2.65 0.860 I O | | | | 6.88
5.917 0.00 2.63 0.842 I O | | | | 6.81
6.000 0.00 2.62 0.824 I O | | | | 6.73
6.083 0.00 2.60 0.806 I O | | | | 6.66
6.167 0.00 2.59 0.788 I O | | | | 6.59
6.250 0.00 2.57 0.770 I O | | | | 6.52
6.333 0.00 2.56 0.753 I O | | | | 6.44
6.417 0.00 2.54 0.735 IO | | | | 6.36
6.500 0.00 2.52 0.718 IO | | | | 6.28
6.583 0.00 2.50 0.700 IO | | | | 6.20
6.667 0.00 2.48 0.683 IO | | | | 6.12
6.750 0.00 2.46 0.666 IO | | | | 6.04
6.833 0.00 2.45 0.649 IO | | | | 5.97
6.917 0.00 2.43 0.633 IO | | | | 5.89
7.000 0.00 2.41 0.616 IO | | | | 5.81
7.083 0.00 2.39 0.599 IO | | | | 5.74
7.167 0.00 2.38 0.583 IO | | | | 5.66
7.250 0.00 2.36 0.567 IO | | | | 5.59
7.333 0.00 2.34 0.550 IO | | | | 5.51
7.417 0.00 2.32 0.534 IO | | | | 5.43
7.500 0.00 2.30 0.518 IO | | | | 5.35
7.583 0.00 2.28 0.503 IO | | | | 5.26
7.667 0.00 2.26 0.487 IO | | | | 5.18
7.750 0.00 2.24 0.472 IO | | | | 5.10
7.833 0.00 2.22 0.456 IO | | | | 5.02
7.917 0.00 2.20 0.441 IO | | | | 4.94
8.000 0.00 2.18 0.426 IO | | | | 4.86
8.083 0.00 2.16 0.411 IO | | | | 4.78
8.167 0.00 2.14 0.396 IO | | | | 4.70
8.250 0.00 2.12 0.381 IO | | | | 4.63
8.333 0.00 2.10 0.367 IO | | | | 4.55
8.417 0.00 2.08 0.352 IO | | | | 4.47
8.500 0.00 2.06 0.338 IO | | | | 4.39
8.583 0.00 2.03 0.324 IO | | | | 4.30
8.667 0.00 2.01 0.310 IO | | | | 4.22
8.750 0.00 1.98 0.296 IO | | | | 4.13
8.833 0.00 1.96 0.283 IO | | | | 4.05
8.917 0.00 1.94 0.269 IO | | | | 3.97
9.000 0.00 1.91 0.256 IO | | | | 3.89
9.083 0.00 1.89 0.243 IO | | | | 3.81
9.167 0.00 1.87 0.230 IO | | | | 3.73
9.250 0.00 1.84 0.217 IO | | | | 3.65
9.333 0.00 1.82 0.205 IO | | | | 3.58
9.417 0.00 1.80 0.192 IO | | | | 3.50
9.500 0.00 1.77 0.180 IO | | | | 3.42
9.583 0.00 1.74 0.168 IO | | | | 3.33
9.667 0.00 1.70 0.156 IO | | | | 3.25
9.750 0.00 1.67 0.145 IO | | | | 3.16
9.833 0.00 1.64 0.133 IO | | | | 3.08
9.917 0.00 1.61 0.122 IO | | | | 3.00
10.000 0.00 1.58 0.111 IO | | | | 2.92
10.083 0.00 1.55 0.100 IO | | | | 2.85
10.167 0.00 1.52 0.090 IO | | | | 2.77
10.250 0.00 1.50 0.079 IO | | | | 2.70
10.333 0.00 1.47 0.069 IO | | | | 2.63
10.417 0.00 1.44 0.059 IO | | | | 2.56
10.500 0.00 1.40 0.049 IO | | | | 2.46
10.583 0.00 1.33 0.040 IO | | | | 2.25
10.667 0.00 1.26 0.031 O | | | | 2.05
10.750 0.00 1.19 0.022 O | | | | 1.86
10.833 0.00 1.13 0.014 O | | | | 1.69
10.917 0.00 1.07 0.007 O | | | | 1.52
11.000 0.00 0.41 0.002 O | | | | 0.43
11.083 0.00 0.04 0.000 O | | | | 0.05
11.167 0.00 0.00 0.000 O | | | | 0.00
11.250 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 135
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 10.450 (CFS)
Total volume = 3.165 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** --------------------------------------------------------------------
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005
Study date: 02/14/24
--------------------------------------------------------------------- AREA A
100-YR STORM
6-HR
-------------------------------------------------------------------- Program License Serial Number 6094
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: AREAA.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 78
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 35.845 (CFS)
Total volume = 4.032 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING ****
______________________________________________________________________ User entry of depth-outflow-storage data
-------------------------------------------------------------------- Total number of inflow hydrograph intervals = 78
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
-------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
--------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------------
0.000 0.000 0.000 0.000 0.000
0.500 0.002 0.470 0.000 0.004
1.500 0.006 1.060 0.002 0.010
2.500 0.051 1.420 0.046 0.056
100-YR 6-HR
3.500 0.192 1.800 0.186 0.198
4.500 0.357 2.090 0.350 0.364
5.500 0.548 2.340 0.540 0.556
6.500 0.766 2.570 0.757 0.775
7.500 1.013 2.780 1.003 1.023
8.500 1.288 6.240 1.267 1.309
9.500 1.595 8.150 1.567 1.623
10.500 1.934 9.590 1.901 1.967
11.500 2.306 10.800 2.269 2.343
12.500 2.715 11.880 2.674 2.756
13.500 3.162 12.850 3.118 3.206
-------------------------------------------------------------------- Hydrograph Detention Basin Routing
--------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 9.0 17.92 26.88 35.85 (Ft.)
0.083 0.66 0.30 0.001 O | | | | 0.32
0.167 2.04 1.05 0.006 OI | | | | 1.48
0.250 2.62 1.13 0.014 |OI | | | | 1.69
0.333 2.83 1.21 0.025 |OI | | | | 1.93
0.417 2.95 1.30 0.036 |OI | | | | 2.18
0.500 3.14 1.40 0.048 |OI | | | | 2.44
0.583 3.43 1.45 0.061 |O I | | | | 2.57
0.667 3.51 1.48 0.075 |O I | | | | 2.67
0.750 3.54 1.52 0.089 |O I | | | | 2.77
0.833 3.55 1.56 0.102 |O I | | | | 2.86
0.917 3.56 1.60 0.116 |O I | | | | 2.96
1.000 3.70 1.63 0.130 |O I | | | | 3.06
1.083 3.95 1.67 0.145 |O I | | | | 3.17
1.167 4.02 1.72 0.161 |O I | | | | 3.28
1.250 4.05 1.76 0.177 |O I | | | | 3.39
1.333 4.06 1.80 0.192 |O I | | | | 3.50
1.417 4.07 1.83 0.208 |O I | | | | 3.60
1.500 4.08 1.85 0.223 |O I | | | | 3.69
1.583 4.08 1.88 0.238 |O I | | | | 3.78
1.667 4.08 1.91 0.253 |O I | | | | 3.87
1.750 4.08 1.93 0.268 |O I | | | | 3.96
1.833 4.08 1.96 0.283 |O I | | | | 4.05
1.917 4.08 1.99 0.297 |O I | | | | 4.14
2.000 4.21 2.01 0.312 |O I | | | | 4.23
2.083 4.33 2.04 0.328 |O I | | | | 4.32
2.167 4.28 2.07 0.343 |O I | | | | 4.42
2.250 4.49 2.09 0.359 |O I | | | | 4.51
2.333 4.54 2.11 0.376 |O I | | | | 4.60
2.417 4.57 2.14 0.392 |O I | | | | 4.69
2.500 4.58 2.16 0.409 |O I | | | | 4.77
2.583 4.58 2.18 0.426 |O I | | | | 4.86
2.667 4.59 2.20 0.442 |O I | | | | 4.95
2.750 4.72 2.22 0.459 |O I | | | | 5.03
2.833 4.97 2.25 0.477 | O I | | | | 5.13
2.917 5.04 2.27 0.496 | O I | | | | 5.23
3.000 5.07 2.30 0.515 | O I | | | | 5.33
3.083 5.08 2.32 0.534 | O I | | | | 5.43
3.167 5.22 2.35 0.553 | O I | | | | 5.52
3.250 5.48 2.37 0.574 | O I | | | | 5.62
3.333 5.55 2.39 0.596 | O I | | | | 5.72
3.417 5.71 2.41 0.618 | O I | | | | 5.82
3.500 6.11 2.44 0.642 | O I | | | | 5.93
3.583 6.56 2.47 0.669 | O I | | | | 6.05
3.667 6.91 2.50 0.698 | O I | | | | 6.19
3.750 7.16 2.53 0.729 | O I | | | | 6.33
3.833 7.46 2.57 0.762 | O I | | | | 6.48
3.917 7.70 2.60 0.796 | O I | | | | 6.62
4.000 7.99 2.63 0.832 | O I| | | | 6.77
4.083 8.21 2.66 0.870 | O I| | | | 6.92
4.167 8.63 2.69 0.909 | O I| | | | 7.08
4.250 9.20 2.73 0.952 | O I | | | 7.25
4.333 9.99 2.77 0.999 | O I | | | 7.44
4.417 10.84 3.25 1.050 | O |I | | | 7.64
4.500 11.48 3.91 1.103 | O | I | | | 7.83
4.583 11.93 4.55 1.154 | O | I | | | 8.01
4.667 12.72 5.20 1.205 | O | I | | | 8.20
4.750 13.58 5.86 1.258 | O | I | | | 8.39
4.833 14.22 6.39 1.311 | O | I | | | 8.58
4.917 14.67 6.72 1.366 | O | I | | | 8.75
5.000 15.45 7.07 1.422 | O | I | | | 8.94
5.083 17.26 7.46 1.484 | O | I| | | 9.14
5.167 20.86 7.95 1.563 | O| | I | | 9.39
5.250 24.47 8.44 1.662 | O| | I | | 9.70
5.333 27.42 8.94 1.781 | O| | I | 10.05
5.417 30.74 9.52 1.918 | O | | I | 10.45
5.500 35.85 10.06 2.080 | O | | I 10.89
5.583 32.04 10.59 2.242 | |O | | I | 11.33
5.667 15.77 10.87 2.333 | |O I | | | 11.57
5.750 9.02 10.90 2.343 | IO | | | 11.59
5.833 5.83 10.84 2.320 | I |O | | | 11.53
5.917 3.89 10.71 2.279 | I |O | | | 11.43
6.000 2.41 10.54 2.227 | I |O | | | 11.29
6.083 1.16 10.35 2.168 |I |O | | | 11.13
6.167 0.42 10.14 2.103 I |O | | | 10.95
6.250 0.20 9.92 2.036 I O | | | 10.77
6.333 0.09 9.70 1.969 I O | | | 10.59
6.417 0.04 9.46 1.904 I O | | | 10.41
6.500 0.01 9.19 1.840 I O | | | 10.22
6.583 0.00 8.92 1.777 I O| | | | 10.04
6.667 0.00 8.67 1.717 I O| | | | 9.86
6.750 0.00 8.42 1.658 I O| | | | 9.69
6.833 0.00 8.17 1.601 I O| | | | 9.52
6.917 0.00 7.84 1.546 I O| | | | 9.34
7.000 0.00 7.51 1.493 I O | | | | 9.17
7.083 0.00 7.20 1.442 I O | | | | 9.00
7.167 0.00 6.90 1.393 I O | | | | 8.84
7.250 0.00 6.61 1.347 I O | | | | 8.69
7.333 0.00 6.33 1.302 I O | | | | 8.55
7.417 0.00 5.89 1.260 I O | | | | 8.40
7.500 0.00 5.40 1.221 I O | | | | 8.26
7.583 0.00 4.95 1.186 I O | | | | 8.13
7.667 0.00 4.54 1.153 I O | | | | 8.01
7.750 0.00 4.17 1.123 I O | | | | 7.90
7.833 0.00 3.82 1.096 I O | | | | 7.80
7.917 0.00 3.50 1.070 I O | | | | 7.71
8.000 0.00 3.21 1.047 I O | | | | 7.62
8.083 0.00 2.94 1.026 I O | | | | 7.55
8.167 0.00 2.77 1.006 I O | | | | 7.47
8.250 0.00 2.76 0.987 I O | | | | 7.40
8.333 0.00 2.74 0.968 I O | | | | 7.32
8.417 0.00 2.73 0.950 I O | | | | 7.24
MAX FLOW
DEPTH WITHIN
BASIN, BASIN
DEPTH IS 13.50'
8.500 0.00 2.71 0.931 I O | | | | 7.17
8.583 0.00 2.69 0.912 I O | | | | 7.09
8.667 0.00 2.68 0.894 I O | | | | 7.02
8.750 0.00 2.66 0.875 I O | | | | 6.94
8.833 0.00 2.65 0.857 I O | | | | 6.87
8.917 0.00 2.63 0.839 I O | | | | 6.79
9.000 0.00 2.62 0.821 I O | | | | 6.72
9.083 0.00 2.60 0.803 I O | | | | 6.65
9.167 0.00 2.59 0.785 I O | | | | 6.58
9.250 0.00 2.57 0.767 I O | | | | 6.50
9.333 0.00 2.55 0.750 I O | | | | 6.42
9.417 0.00 2.53 0.732 I O | | | | 6.34
9.500 0.00 2.52 0.715 I O | | | | 6.26
9.583 0.00 2.50 0.697 I O | | | | 6.19
9.667 0.00 2.48 0.680 I O | | | | 6.11
9.750 0.00 2.46 0.663 I O | | | | 6.03
9.833 0.00 2.44 0.646 I O | | | | 5.95
9.917 0.00 2.43 0.630 I O | | | | 5.87
10.000 0.00 2.41 0.613 I O | | | | 5.80
10.083 0.00 2.39 0.596 I O | | | | 5.72
10.167 0.00 2.37 0.580 I O | | | | 5.65
10.250 0.00 2.36 0.564 I O | | | | 5.57
10.333 0.00 2.34 0.548 I O | | | | 5.50
10.417 0.00 2.32 0.531 I O | | | | 5.41
10.500 0.00 2.30 0.516 I O | | | | 5.33
10.583 0.00 2.28 0.500 I O | | | | 5.25
10.667 0.00 2.26 0.484 I O | | | | 5.17
10.750 0.00 2.24 0.469 IO | | | | 5.09
10.833 0.00 2.22 0.453 IO | | | | 5.00
10.917 0.00 2.20 0.438 IO | | | | 4.93
11.000 0.00 2.18 0.423 IO | | | | 4.85
11.083 0.00 2.16 0.408 IO | | | | 4.77
11.167 0.00 2.14 0.393 IO | | | | 4.69
11.250 0.00 2.12 0.379 IO | | | | 4.61
11.333 0.00 2.10 0.364 IO | | | | 4.54
11.417 0.00 2.08 0.350 IO | | | | 4.46
11.500 0.00 2.05 0.336 IO | | | | 4.37
11.583 0.00 2.03 0.322 IO | | | | 4.29
11.667 0.00 2.00 0.308 IO | | | | 4.20
11.750 0.00 1.98 0.294 IO | | | | 4.12
11.833 0.00 1.96 0.280 IO | | | | 4.04
11.917 0.00 1.93 0.267 IO | | | | 3.96
12.000 0.00 1.91 0.254 IO | | | | 3.87
12.083 0.00 1.89 0.241 IO | | | | 3.80
12.167 0.00 1.86 0.228 IO | | | | 3.72
12.250 0.00 1.84 0.215 IO | | | | 3.64
12.333 0.00 1.82 0.203 IO | | | | 3.56
12.417 0.00 1.79 0.190 IO | | | | 3.49
12.500 0.00 1.76 0.178 IO | | | | 3.40
12.583 0.00 1.73 0.166 IO | | | | 3.31
12.667 0.00 1.70 0.154 IO | | | | 3.23
12.750 0.00 1.67 0.142 IO | | | | 3.15
12.833 0.00 1.64 0.131 IO | | | | 3.07
12.917 0.00 1.61 0.120 IO | | | | 2.99
13.000 0.00 1.58 0.109 IO | | | | 2.91
13.083 0.00 1.55 0.098 IO | | | | 2.83
13.167 0.00 1.52 0.088 IO | | | | 2.76
13.250 0.00 1.49 0.077 IO | | | | 2.69
13.333 0.00 1.46 0.067 IO | | | | 2.61
13.417 0.00 1.44 0.057 IO | | | | 2.54
13.500 0.00 1.39 0.047 IO | | | | 2.42
13.583 0.00 1.32 0.038 IO | | | | 2.21
13.667 0.00 1.25 0.029 IO | | | | 2.02
13.750 0.00 1.18 0.021 IO | | | | 1.83
13.833 0.00 1.12 0.013 O | | | | 1.66
13.917 0.00 1.01 0.006 O | | | | 1.41
14.000 0.00 0.28 0.001 O | | | | 0.30
14.083 0.00 0.03 0.000 O | | | | 0.03
14.167 0.00 0.00 0.000 O | | | | 0.00
14.250 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 171
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 10.899 (CFS)
Total volume = 4.032 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** --------------------------------------------------------------------
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005
Study date: 02/14/24
--------------------------------------------------------------------- AREA A
100-YR STORM
24-HR
-------------------------------------------------------------------- Program License Serial Number 6094
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: AREAA.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 294
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 11.494 (CFS)
Total volume = 6.123 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING ****
______________________________________________________________________ User entry of depth-outflow-storage data
-------------------------------------------------------------------- Total number of inflow hydrograph intervals = 294
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
-------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
--------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------------
0.000 0.000 0.000 0.000 0.000
0.500 0.002 0.470 0.000 0.004
1.500 0.006 1.060 0.002 0.010
2.500 0.051 1.420 0.046 0.056
100-YR 24-HR
3.500 0.192 1.800 0.186 0.198
4.500 0.357 2.090 0.350 0.364
5.500 0.548 2.340 0.540 0.556
6.500 0.766 2.570 0.757 0.775
7.500 1.013 2.780 1.003 1.023
8.500 1.288 6.240 1.267 1.309
9.500 1.595 8.150 1.567 1.623
10.500 1.934 9.590 1.901 1.967
11.500 2.306 10.800 2.269 2.343
12.500 2.715 11.880 2.674 2.756
13.500 3.162 12.850 3.118 3.206
-------------------------------------------------------------------- Hydrograph Detention Basin Routing
--------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 2.9 5.75 8.62 11.49 (Ft.)
0.083 0.15 0.07 0.000 O | | | | 0.07
0.167 0.44 0.27 0.001 OI | | | | 0.29
0.250 0.51 0.45 0.002 |O | | | | 0.48
0.333 0.62 0.53 0.002 |O | | | | 0.61
0.417 0.78 0.65 0.003 |OI | | | | 0.80
0.500 0.83 0.76 0.004 | O | | | | 0.99
0.583 0.86 0.82 0.004 | O | | | | 1.09
0.667 0.87 0.85 0.005 | O | | | | 1.14
0.750 0.87 0.86 0.005 | O | | | | 1.17
0.833 0.95 0.90 0.005 | O | | | | 1.22
0.917 1.10 0.98 0.005 | OI | | | | 1.37
1.000 1.13 1.06 0.006 | OI | | | | 1.50
1.083 1.07 1.06 0.006 | O | | | | 1.51
1.167 0.94 1.06 0.006 | O | | | | 1.50
1.250 0.91 0.97 0.005 | O | | | | 1.35
1.333 0.90 0.93 0.005 | O | | | | 1.27
1.417 0.89 0.90 0.005 | O | | | | 1.23
1.500 0.88 0.89 0.005 | O | | | | 1.21
1.583 0.88 0.88 0.005 | O | | | | 1.20
1.667 0.88 0.88 0.005 | O | | | | 1.19
1.750 0.88 0.88 0.005 | O | | | | 1.19
1.833 0.95 0.90 0.005 | O | | | | 1.23
1.917 1.10 0.98 0.005 | OI | | | | 1.37
2.000 1.13 1.06 0.006 | OI | | | | 1.50
2.083 1.15 1.07 0.007 | OI | | | | 1.51
2.167 1.16 1.07 0.007 | OI | | | | 1.53
2.250 1.17 1.08 0.008 | OI | | | | 1.54
2.333 1.17 1.08 0.009 | O | | | | 1.56
2.417 1.17 1.08 0.009 | O | | | | 1.57
2.500 1.17 1.09 0.010 | O | | | | 1.58
2.583 1.25 1.10 0.010 | O | | | | 1.60
2.667 1.39 1.11 0.012 | O | | | | 1.63
2.750 1.43 1.12 0.014 | O | | | | 1.68
2.833 1.44 1.14 0.016 | OI | | | | 1.72
2.917 1.45 1.16 0.018 | OI | | | | 1.77
3.000 1.46 1.17 0.020 | OI | | | | 1.81
3.083 1.46 1.19 0.022 | OI | | | | 1.86
3.167 1.46 1.20 0.024 | OI | | | | 1.90
3.250 1.46 1.22 0.026 | OI | | | | 1.94
3.333 1.46 1.23 0.027 | OI | | | | 1.97
3.417 1.46 1.24 0.029 | OI | | | | 2.01
3.500 1.46 1.25 0.030 | OI | | | | 2.04
3.583 1.46 1.27 0.032 | OI | | | | 2.07
3.667 1.46 1.28 0.033 | OI | | | | 2.10
3.750 1.46 1.29 0.034 | OI | | | | 2.13
3.833 1.54 1.30 0.036 | OI | | | | 2.16
3.917 1.68 1.31 0.038 | OI | | | | 2.21
4.000 1.72 1.33 0.040 | OI | | | | 2.26
4.083 1.74 1.36 0.043 | OI | | | | 2.32
4.167 1.74 1.38 0.046 | OI | | | | 2.38
4.250 1.75 1.40 0.048 | OI | | | | 2.43
4.333 1.83 1.42 0.051 | O I | | | | 2.49
4.417 1.97 1.43 0.054 | O I | | | | 2.52
4.500 2.01 1.44 0.058 | OI | | | | 2.55
4.583 2.03 1.45 0.062 | OI | | | | 2.58
4.667 2.04 1.46 0.066 | OI | | | | 2.60
4.750 2.04 1.47 0.070 | OI | | | | 2.63
4.833 2.12 1.48 0.074 | OI | | | | 2.66
4.917 2.26 1.49 0.079 | O I | | | | 2.70
5.000 2.30 1.51 0.084 | O I | | | | 2.73
5.083 2.17 1.52 0.089 | O I | | | | 2.77
5.167 1.89 1.53 0.093 | OI | | | | 2.79
5.250 1.82 1.54 0.095 | OI | | | | 2.81
5.333 1.87 1.54 0.097 | OI | | | | 2.83
5.417 1.99 1.55 0.099 | OI | | | | 2.84
5.500 2.02 1.56 0.103 | OI | | | | 2.87
5.583 2.10 1.57 0.106 | OI | | | | 2.89
5.667 2.26 1.58 0.110 | O I | | | | 2.92
5.750 2.30 1.59 0.115 | O I | | | | 2.95
5.833 2.32 1.61 0.120 | O I | | | | 2.99
5.917 2.33 1.62 0.125 | O I | | | | 3.02
6.000 2.33 1.63 0.130 | O I | | | | 3.06
6.083 2.41 1.65 0.135 | O I | | | | 3.09
6.167 2.56 1.66 0.140 | O I| | | | 3.13
6.250 2.60 1.68 0.147 | O I| | | | 3.18
6.333 2.61 1.69 0.153 | O I| | | | 3.22
6.417 2.62 1.71 0.159 | O I| | | | 3.27
6.500 2.63 1.73 0.165 | O I| | | | 3.31
6.583 2.71 1.75 0.172 | O I| | | | 3.36
6.667 2.85 1.76 0.179 | O I| | | | 3.41
6.750 2.89 1.79 0.186 | O I | | | 3.46
6.833 2.90 1.80 0.194 | O I | | | 3.51
6.917 2.91 1.82 0.202 | O I | | | 3.56
7.000 2.92 1.83 0.209 | O I | | | 3.60
7.083 2.92 1.84 0.217 | O I | | | 3.65
7.167 2.92 1.86 0.224 | O I | | | 3.69
7.250 2.92 1.87 0.231 | O I | | | 3.74
7.333 3.00 1.88 0.239 | O I | | | 3.78
7.417 3.14 1.90 0.247 | O I | | | 3.83
7.500 3.18 1.91 0.256 | O I | | | 3.89
7.583 3.27 1.93 0.265 | O |I | | | 3.94
7.667 3.42 1.94 0.274 | O |I | | | 4.00
7.750 3.47 1.96 0.285 | O |I | | | 4.06
7.833 3.57 1.98 0.295 | O |I | | | 4.13
7.917 3.72 2.00 0.307 | O | I | | | 4.19
8.000 3.76 2.02 0.318 | O | I | | | 4.27
8.083 3.93 2.04 0.331 | O | I | | | 4.34
8.167 4.23 2.07 0.345 | O | I | | | 4.43
8.250 4.31 2.09 0.360 | O | I | | | 4.52
8.333 4.35 2.11 0.375 | O | I | | | 4.60
8.417 4.37 2.13 0.391 | O | I | | | 4.68
8.500 4.38 2.15 0.406 | O | I | | | 4.76
8.583 4.46 2.17 0.422 | O | I | | | 4.84
8.667 4.60 2.20 0.438 | O | I | | | 4.92
8.750 4.64 2.22 0.454 | O | I | | | 5.01
8.833 4.73 2.24 0.471 | O | I | | | 5.10
8.917 4.89 2.26 0.489 | O | I | | | 5.19
9.000 4.93 2.29 0.507 | O | I | | | 5.29
9.083 5.10 2.31 0.526 | O | I | | | 5.38
9.167 5.40 2.34 0.546 | O | I| | | 5.49
9.250 5.48 2.36 0.567 | O | I| | | 5.59
9.333 5.59 2.38 0.589 | O | I| | | 5.69
9.417 5.75 2.41 0.612 | O | I | | 5.79
9.500 5.80 2.43 0.635 | O | I | | 5.90
9.583 5.90 2.46 0.658 | O | I | | 6.01
9.667 6.06 2.48 0.682 | O | I | | 6.12
9.750 6.10 2.51 0.707 | O | I | | 6.23
9.833 6.20 2.53 0.732 | O| |I | | 6.34
9.917 6.35 2.56 0.758 | O| |I | | 6.46
10.000 6.39 2.59 0.784 | O| |I | | 6.57
10.083 5.88 2.61 0.808 | O| I | | 6.67
10.167 4.89 2.62 0.827 | O| I | | | 6.75
10.250 4.63 2.63 0.842 | O| I | | | 6.81
10.333 4.52 2.65 0.855 | O| I | | | 6.86
10.417 4.45 2.66 0.868 | O| I | | | 6.91
10.500 4.41 2.67 0.880 | O| I | | | 6.96
10.583 4.77 2.68 0.893 | O| I | | | 7.02
10.667 5.48 2.69 0.910 | O| I| | | 7.08
10.750 5.67 2.71 0.930 | O| I| | | 7.16
10.833 5.75 2.73 0.950 | O| I | | 7.25
10.917 5.80 2.74 0.971 | O| I | | 7.33
11.000 5.83 2.76 0.992 | O| I | | 7.42
11.083 5.77 2.78 1.013 | O| I | | 7.50
11.167 5.63 3.03 1.033 | O I| | | 7.57
11.250 5.59 3.24 1.050 | |O I| | | 7.63
11.333 5.57 3.43 1.065 | |O I| | | 7.69
11.417 5.56 3.61 1.079 | | O I| | | 7.74
11.500 5.56 3.77 1.092 | | O I| | | 7.79
11.583 5.40 3.92 1.103 | | O I| | | 7.83
11.667 5.12 4.03 1.112 | | O I | | | 7.86
11.750 5.04 4.11 1.119 | | O I | | | 7.89
11.833 5.08 4.19 1.125 | | O I | | | 7.91
11.917 5.21 4.27 1.132 | | O I | | | 7.93
12.000 5.23 4.35 1.138 | | O I | | | 7.95
12.083 5.78 4.45 1.145 | | O I | | 7.98
12.167 6.78 4.60 1.158 | | O | I | | 8.03
12.250 7.05 4.79 1.173 | | O | I | | 8.08
12.333 7.25 4.99 1.188 | | O | I | | 8.14
12.417 7.46 5.18 1.204 | | O | I | | 8.19
12.500 7.54 5.38 1.219 | | O | I | | 8.25
12.583 7.73 5.56 1.234 | | O| I | | 8.30
12.667 8.03 5.76 1.250 | | O I | | 8.36
12.750 8.11 5.95 1.265 | | O I | | 8.42
12.833 8.28 6.14 1.280 | | |O I| | 8.47
12.917 8.56 6.28 1.295 | | |O I| | 8.52
13.000 8.66 6.38 1.311 | | |O I | 8.57
13.083 9.41 6.49 1.329 | | | O | I | 8.63
13.167 10.72 6.64 1.353 | | | O | I | 8.71
13.250 11.10 6.82 1.381 | | | O | I | 8.80
13.333 11.30 7.00 1.411 | | | O | I| 8.90
13.417 11.41 7.19 1.440 | | | O | I| 9.00
13.500 11.49 7.37 1.469 | | | O | I 9.09
13.583 10.29 7.51 1.493 | | | O | I | 9.17
13.667 7.94 7.58 1.504 | | | OI | | 9.20
13.750 7.31 7.58 1.504 | | | IO | | 9.20
13.833 7.03 7.57 1.501 | | | I O | | 9.19
13.917 6.87 7.54 1.497 | | | IO | | 9.18
14.000 6.78 7.51 1.492 | | | I O | | 9.17
14.083 7.09 7.49 1.488 | | | IO | | 9.15
14.167 7.78 7.48 1.488 | | | OI | | 9.15
14.250 7.99 7.50 1.491 | | | O I | | 9.16
14.333 7.96 7.52 1.494 | | | O I | | 9.17
14.417 7.78 7.54 1.496 | | | OI | | 9.18
14.500 7.77 7.55 1.498 | | | O | | 9.18
14.583 7.78 7.56 1.499 | | | O | | 9.19
14.667 7.80 7.57 1.501 | | | O | | 9.19
14.750 7.82 7.58 1.503 | | | O | | 9.20
14.833 7.70 7.58 1.504 | | | O | | 9.20
14.917 7.48 7.58 1.504 | | | IO | | 9.20
15.000 7.44 7.58 1.503 | | | IO | | 9.20
15.083 7.33 7.57 1.502 | | | IO | | 9.20
15.167 7.13 7.56 1.499 | | | I O | | 9.19
15.250 7.07 7.54 1.496 | | | IO | | 9.18
15.333 6.96 7.51 1.493 | | | IO | | 9.17
15.417 6.81 7.49 1.489 | | | I O | | 9.15
15.500 6.76 7.46 1.484 | | | I O | | 9.14
15.583 6.44 7.42 1.478 | | |I O | | 9.12
15.667 5.86 7.37 1.470 | | I O | | 9.09
15.750 5.70 7.30 1.459 | | I| O | | 9.06
15.833 5.63 7.23 1.448 | | I| O | | 9.02
15.917 5.59 7.17 1.437 | | I| O | | 8.98
16.000 5.57 7.10 1.426 | | I| O | | 8.95
16.083 4.41 7.01 1.412 | | I | O | | 8.90
16.167 2.28 6.86 1.387 | I | | O | | 8.82
16.250 1.71 6.65 1.354 | I | | O | | 8.72
16.333 1.45 6.44 1.320 | I | |O | | 8.60
16.417 1.31 6.22 1.286 | I | |O | | 8.49
16.500 1.22 5.80 1.253 | I | O | | 8.37
16.583 1.09 5.42 1.223 | I | O| | | 8.26
16.667 0.95 5.05 1.194 | I | O | | | 8.16
16.750 0.91 4.71 1.167 | I | O | | | 8.06
16.833 0.90 4.40 1.141 | I | O | | | 7.97
16.917 0.89 4.10 1.118 | I | O | | | 7.88
17.000 0.88 3.84 1.097 | I | O | | | 7.81
17.083 1.03 3.60 1.078 | I | O | | | 7.74
17.167 1.31 3.40 1.062 | I |O | | | 7.68
17.250 1.39 3.23 1.048 | I O | | | 7.63
17.333 1.42 3.08 1.036 | I O | | | 7.59
17.417 1.44 2.94 1.026 | I O | | | 7.55
17.500 1.45 2.81 1.016 | I O| | | | 7.51
17.583 1.46 2.77 1.007 | I O| | | | 7.47
17.667 1.46 2.77 0.998 | I O| | | | 7.44
17.750 1.46 2.76 0.989 | I O| | | | 7.40
17.833 1.39 2.75 0.979 | I O| | | | 7.36
17.917 1.24 2.74 0.970 | I O| | | | 7.32
18.000 1.21 2.73 0.959 | I O| | | | 7.28
18.083 1.19 2.73 0.949 | I O| | | | 7.24
18.167 1.18 2.72 0.938 | I O| | | | 7.20
18.250 1.17 2.71 0.927 | I O| | | | 7.15
18.333 1.17 2.70 0.917 | I O| | | | 7.11
18.417 1.17 2.69 0.906 | I O| | | | 7.07
18.500 1.17 2.68 0.896 | I O| | | | 7.03
18.583 1.09 2.67 0.885 | I O| | | | 6.98
18.667 0.95 2.66 0.874 | I O| | | | 6.94
18.750 0.91 2.65 0.862 | I O| | | | 6.89
18.833 0.82 2.64 0.850 | I O| | | | 6.84
18.917 0.67 2.63 0.837 |I O| | | | 6.79
19.000 0.62 2.62 0.823 |I O| | | | 6.73
19.083 0.68 2.61 0.810 |I O| | | | 6.68
19.167 0.81 2.60 0.797 | I O| | | | 6.62
19.250 0.84 2.59 0.785 | I O| | | | 6.58
19.333 0.93 2.58 0.773 | I O| | | | 6.53
19.417 1.09 2.57 0.762 | I O| | | | 6.48
19.500 1.13 2.56 0.752 | I O| | | | 6.44
19.583 1.07 2.55 0.742 | I O| | | | 6.39
19.667 0.94 2.53 0.732 | I O| | | | 6.34
19.750 0.91 2.52 0.721 | I O| | | | 6.29
19.833 0.82 2.51 0.709 | I O | | | | 6.24
19.917 0.67 2.50 0.697 |I O | | | | 6.18
20.000 0.62 2.48 0.685 |I O | | | | 6.13
20.083 0.68 2.47 0.672 |I O | | | | 6.07
20.167 0.81 2.46 0.660 | I O | | | | 6.01
20.250 0.84 2.45 0.649 | I O | | | | 5.96
20.333 0.86 2.43 0.638 | I O | | | | 5.91
20.417 0.87 2.42 0.627 | I O | | | | 5.86
20.500 0.87 2.41 0.617 | I O | | | | 5.81
20.583 0.88 2.40 0.606 | I O | | | | 5.77
20.667 0.88 2.39 0.596 | I O | | | | 5.72
20.750 0.88 2.38 0.585 | I O | | | | 5.67
20.833 0.80 2.37 0.575 | I O | | | | 5.62
20.917 0.66 2.36 0.563 |I O | | | | 5.57
21.000 0.62 2.34 0.552 |I O | | | | 5.52
21.083 0.68 2.33 0.540 |I O | | | | 5.46
21.167 0.81 2.32 0.529 | I O | | | | 5.40
21.250 0.84 2.30 0.519 | I O | | | | 5.35
21.333 0.78 2.29 0.509 | I O | | | | 5.29
21.417 0.65 2.27 0.498 |I O | | | | 5.24
21.500 0.62 2.26 0.487 |I O | | | | 5.18
21.583 0.68 2.25 0.476 |I O | | | | 5.12
21.667 0.81 2.23 0.465 | I O | | | | 5.07
21.750 0.84 2.22 0.456 | I O | | | | 5.02
21.833 0.78 2.21 0.446 | I O | | | | 4.97
21.917 0.65 2.19 0.436 |I O | | | | 4.91
22.000 0.62 2.18 0.425 |I O | | | | 4.86
22.083 0.68 2.17 0.415 |I O | | | | 4.80
22.167 0.81 2.15 0.405 | I O | | | | 4.75
22.250 0.84 2.14 0.396 | I O | | | | 4.70
22.333 0.78 2.13 0.387 | I O | | | | 4.66
22.417 0.65 2.12 0.377 |I O | | | | 4.61
22.500 0.62 2.10 0.367 |I O | | | | 4.55
22.583 0.60 2.09 0.357 |I O | | | | 4.50
22.667 0.59 2.07 0.346 |I O | | | | 4.44
22.750 0.59 2.05 0.336 |I O | | | | 4.37
22.833 0.58 2.04 0.326 |I O | | | | 4.31
22.917 0.58 2.02 0.316 |I O | | | | 4.25
23.000 0.58 2.00 0.307 |I O | | | | 4.19
23.083 0.58 1.98 0.297 |I O | | | | 4.14
23.167 0.58 1.97 0.287 |I O | | | | 4.08
23.250 0.58 1.95 0.278 |I O | | | | 4.02
23.333 0.58 1.93 0.268 |I O | | | | 3.96
23.417 0.58 1.92 0.259 |I O | | | | 3.91
23.500 0.58 1.90 0.250 |I O | | | | 3.85
23.583 0.58 1.89 0.241 |I O | | | | 3.80
23.667 0.58 1.87 0.232 |I O | | | | 3.74
23.750 0.58 1.86 0.223 |I O | | | | 3.69
23.833 0.58 1.84 0.215 |I O | | | | 3.64
23.917 0.58 1.82 0.206 |I O | | | | 3.59
24.000 0.58 1.81 0.198 |I O | | | | 3.53
24.083 0.43 1.79 0.189 |I O | | | | 3.48
24.167 0.15 1.76 0.178 I O | | | | 3.40
24.250 0.07 1.73 0.167 I O | | | | 3.32
24.333 0.04 1.70 0.156 I O | | | | 3.24
24.417 0.02 1.67 0.144 I O | | | | 3.16
24.500 0.01 1.64 0.133 I O | | | | 3.08
24.583 0.00 1.61 0.122 I O | | | | 3.00
24.667 0.00 1.58 0.111 I O | | | | 2.92
24.750 0.00 1.55 0.100 I O | | | | 2.85
24.833 0.00 1.52 0.089 I O | | | | 2.77
24.917 0.00 1.50 0.079 I O | | | | 2.70
25.000 0.00 1.47 0.069 I O | | | | 2.63
25.083 0.00 1.44 0.059 I O | | | | 2.56
25.167 0.00 1.40 0.049 I O | | | | 2.46
25.250 0.00 1.33 0.040 I O | | | | 2.25
25.333 0.00 1.26 0.031 I O | | | | 2.05
25.417 0.00 1.19 0.022 I O | | | | 1.86
25.500 0.00 1.13 0.014 I O | | | | 1.68
25.583 0.00 1.07 0.007 I O | | | | 1.52
25.667 0.00 0.40 0.002 IO | | | | 0.42
25.750 0.00 0.04 0.000 O | | | | 0.04
25.833 0.00 0.00 0.000 O | | | | 0.00
25.917 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 311
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 7.583 (CFS)
Total volume = 6.123 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** --------------------------------------------------------------------
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005
Study date: 08/29/22
--------------------------------------------------------------------- AREA B
100-YR STORM
1-HR
-------------------------------------------------------------------- Program License Serial Number 6094
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: AREAB.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 17
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 47.142 (CFS)
Total volume = 1.609 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING ****
______________________________________________________________________ User entry of depth-outflow-storage data
-------------------------------------------------------------------- Total number of inflow hydrograph intervals = 17
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
-------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
--------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------------
0.000 0.000 0.000 0.000 0.000
1.500 0.010 0.600 0.008 0.012
2.500 0.016 1.350 0.011 0.021
3.500 0.058 1.800 0.052 0.064
100-YR 1-HR
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38442
4.500 0.190 2.170 0.183 0.197
5.500 0.347 2.480 0.338 0.356
6.500 0.531 2.760 0.521 0.541
7.500 0.743 3.010 0.733 0.753
8.500 0.985 5.540 0.966 1.004
9.500 1.258 6.870 1.234 1.282
10.500 1.564 15.540 1.510 1.618
11.500 1.903 48.490 1.736 2.070
-------------------------------------------------------------------- Hydrograph Detention Basin Routing
--------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 11.8 23.57 35.36 47.14 (Ft.)
0.083 2.59 0.44 0.007 OI | | | | 1.11
0.167 6.17 1.51 0.031 |O I | | | | 2.85
0.250 7.82 1.83 0.068 |O I | | | | 3.57
0.333 9.15 1.95 0.113 |O I | | | | 3.92
0.417 10.36 2.10 0.166 |O I| | | | 4.32
0.500 12.32 2.25 0.229 |O I | | | 4.75
0.583 14.47 2.40 0.306 |O |I | | | 5.24
0.667 17.24 2.56 0.398 |O | I | | | 5.78
0.750 23.02 2.74 0.518 |O | I| | | 6.43
0.833 45.49 3.00 0.734 | O | | | I | 7.46
0.917 47.14 5.73 1.023 | O | | | I 8.64
1.000 21.10 6.66 1.215 | O | I | | | 9.34
1.083 10.83 7.41 1.277 | O I| | | | 9.56
1.167 3.89 7.40 1.277 | I O | | | | 9.56
1.250 1.58 6.81 1.247 |I O | | | | 9.46
1.333 0.37 6.62 1.207 I O | | | | 9.31
1.417 0.10 6.41 1.164 I O | | | | 9.15
1.500 0.00 6.20 1.121 I O | | | | 9.00
1.583 0.00 6.00 1.079 I O | | | | 8.84
1.667 0.00 5.80 1.038 I O | | | | 8.69
1.750 0.00 5.61 0.999 I O | | | | 8.55
1.833 0.00 5.29 0.961 I O | | | | 8.40
1.917 0.00 4.92 0.926 I O | | | | 8.26
2.000 0.00 4.58 0.893 I O | | | | 8.12
2.083 0.00 4.26 0.863 I O | | | | 8.00
2.167 0.00 3.97 0.835 I O | | | | 7.88
2.250 0.00 3.69 0.808 I O | | | | 7.77
2.333 0.00 3.43 0.784 I O | | | | 7.67
2.417 0.00 3.20 0.761 I O | | | | 7.57
2.500 0.00 3.01 0.739 I O | | | | 7.48
2.583 0.00 2.98 0.719 I O | | | | 7.39
2.667 0.00 2.96 0.698 I O | | | | 7.29
2.750 0.00 2.93 0.678 IO | | | | 7.19
2.833 0.00 2.91 0.658 IO | | | | 7.10
2.917 0.00 2.89 0.638 IO | | | | 7.00
3.000 0.00 2.86 0.618 IO | | | | 6.91
3.083 0.00 2.84 0.599 IO | | | | 6.82
3.167 0.00 2.82 0.579 IO | | | | 6.73
3.250 0.00 2.79 0.560 IO | | | | 6.64
3.333 0.00 2.77 0.541 IO | | | | 6.55
3.417 0.00 2.75 0.522 IO | | | | 6.45
3.500 0.00 2.72 0.503 IO | | | | 6.35
3.583 0.00 2.69 0.484 IO | | | | 6.25
3.667 0.00 2.66 0.466 IO | | | | 6.15
3.750 0.00 2.63 0.448 IO | | | | 6.05
3.833 0.00 2.61 0.429 IO | | | | 5.95
3.917 0.00 2.58 0.412 IO | | | | 5.85
4.000 0.00 2.55 0.394 IO | | | | 5.76
4.083 0.00 2.52 0.376 IO | | | | 5.66
4.167 0.00 2.50 0.359 IO | | | | 5.57
4.250 0.00 2.47 0.342 IO | | | | 5.47
4.333 0.00 2.44 0.325 IO | | | | 5.36
4.417 0.00 2.40 0.309 IO | | | | 5.25
4.500 0.00 2.37 0.292 IO | | | | 5.15
4.583 0.00 2.34 0.276 IO | | | | 5.05
4.667 0.00 2.31 0.260 IO | | | | 4.94
4.750 0.00 2.28 0.244 IO | | | | 4.84
4.833 0.00 2.25 0.228 IO | | | | 4.75
4.917 0.00 2.22 0.213 IO | | | | 4.65
5.000 0.00 2.19 0.198 IO | | | | 4.55
5.083 0.00 2.15 0.183 IO | | | | 4.45
5.167 0.00 2.11 0.168 IO | | | | 4.34
5.250 0.00 2.07 0.154 IO | | | | 4.23
5.333 0.00 2.03 0.140 IO | | | | 4.12
5.417 0.00 1.99 0.126 IO | | | | 4.02
5.500 0.00 1.95 0.112 IO | | | | 3.91
5.583 0.00 1.92 0.099 IO | | | | 3.81
5.667 0.00 1.88 0.086 IO | | | | 3.71
5.750 0.00 1.84 0.073 IO | | | | 3.62
5.833 0.00 1.81 0.061 IO | | | | 3.52
5.917 0.00 1.70 0.049 IO | | | | 3.28
6.000 0.00 1.58 0.037 IO | | | | 3.01
6.083 0.00 1.47 0.027 O | | | | 2.76
6.167 0.00 1.36 0.017 O | | | | 2.53
6.250 0.00 0.63 0.010 O | | | | 1.54
6.333 0.00 0.40 0.007 O | | | | 1.00
6.417 0.00 0.26 0.004 O | | | | 0.66
6.500 0.00 0.17 0.003 O | | | | 0.43
6.583 0.00 0.11 0.002 O | | | | 0.29
6.667 0.00 0.07 0.001 O | | | | 0.19
6.750 0.00 0.05 0.001 O | | | | 0.12
6.833 0.00 0.03 0.001 O | | | | 0.08
6.917 0.00 0.02 0.000 O | | | | 0.05
7.000 0.00 0.01 0.000 O | | | | 0.04
7.083 0.00 0.01 0.000 O | | | | 0.02
7.167 0.00 0.01 0.000 O | | | | 0.02
7.250 0.00 0.00 0.000 O | | | | 0.01
7.333 0.00 0.00 0.000 O | | | | 0.01
7.417 0.00 0.00 0.000 O | | | | 0.00
7.500 0.00 0.00 0.000 O | | | | 0.00
7.583 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 91
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 7.408 (CFS)
Total volume = 1.609 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** --------------------------------------------------------------------
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005
Study date: 08/29/22
--------------------------------------------------------------------- AREA B
100-YR STORM
3-HR
-------------------------------------------------------------------- Program License Serial Number 6094
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: AREAB.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 41
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 27.936 (CFS)
Total volume = 2.122 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING ****
______________________________________________________________________ User entry of depth-outflow-storage data
-------------------------------------------------------------------- Total number of inflow hydrograph intervals = 41
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
-------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
--------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------------
0.000 0.000 0.000 0.000 0.000
1.500 0.010 0.600 0.008 0.012
2.500 0.016 1.350 0.011 0.021
3.500 0.058 1.800 0.052 0.064
100-YR 3-HR
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38442
4.500 0.190 2.170 0.183 0.197
5.500 0.347 2.480 0.338 0.356
6.500 0.531 2.760 0.521 0.541
7.500 0.743 3.010 0.733 0.753
8.500 0.985 5.540 0.966 1.004
9.500 1.258 6.870 1.234 1.282
10.500 1.564 15.540 1.510 1.618
11.500 1.903 48.490 1.736 2.070
-------------------------------------------------------------------- Hydrograph Detention Basin Routing
--------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 7.0 13.97 20.95 27.94 (Ft.)
0.083 1.15 0.20 0.003 OI | | | | 0.49
0.167 2.69 0.93 0.013 |O I | | | | 1.94
0.250 2.87 1.43 0.024 |O I | | | | 2.68
0.333 3.15 1.54 0.034 |O I | | | | 2.93
0.417 3.64 1.68 0.046 |O I | | | | 3.22
0.500 4.03 1.81 0.061 | O I | | | | 3.52
0.583 4.15 1.85 0.076 | O I | | | | 3.64
0.667 4.16 1.90 0.092 | O I | | | | 3.76
0.750 4.48 1.94 0.109 | O I | | | | 3.88
0.833 4.28 1.99 0.125 | O I | | | | 4.01
0.917 4.04 2.03 0.140 | O I | | | | 4.12
1.000 4.26 2.07 0.155 | O I | | | | 4.23
1.083 4.85 2.12 0.172 | O I | | | | 4.36
1.167 5.38 2.17 0.192 | O I | | | | 4.51
1.250 5.51 2.22 0.214 | O I | | | | 4.66
1.333 5.40 2.26 0.237 | O I | | | | 4.80
1.417 5.82 2.31 0.259 | O I | | | | 4.94
1.500 6.77 2.36 0.287 | O I| | | | 5.12
1.583 6.72 2.42 0.317 | O I| | | | 5.31
1.667 6.70 2.48 0.346 | O I| | | | 5.49
1.750 8.13 2.53 0.380 | O |I | | | 5.68
1.833 9.17 2.59 0.422 | O | I | | | 5.91
1.917 8.77 2.66 0.466 | O | I | | | 6.14
2.000 8.56 2.72 0.507 | O |I | | | 6.37
2.083 8.86 2.78 0.548 | O | I | | | 6.58
2.167 10.78 2.84 0.596 | O | I | | | 6.81
2.250 14.35 2.92 0.663 | O | I | | 7.12
2.333 14.25 3.01 0.741 | O | I | | 7.49
2.417 16.88 3.86 0.824 | O | | I | | 7.84
2.500 24.09 5.02 0.935 | O | | | I | 8.29
2.583 27.94 5.98 1.076 | O | | | I| 8.83
2.667 27.06 6.69 1.222 | O| | | I | 9.37
2.750 17.33 8.68 1.322 | |O | I | | 9.71
2.833 8.70 9.45 1.349 | |IO | | | 9.80
2.917 6.30 9.10 1.337 | I| O | | | 9.76
3.000 4.21 8.42 1.313 | I |O | | | 9.68
3.083 1.75 7.45 1.279 | I O | | | 9.57
3.167 0.54 6.77 1.237 I O| | | | 9.42
3.250 0.22 6.56 1.194 I O| | | | 9.27
3.333 0.08 6.35 1.151 I O| | | | 9.11
3.417 0.01 6.14 1.108 I O| | | | 8.95
3.500 0.00 5.94 1.067 I O | | | | 8.80
3.583 0.00 5.74 1.026 I O | | | | 8.65
3.667 0.00 5.55 0.987 I O | | | | 8.51
3.750 0.00 5.18 0.950 I O | | | | 8.36
3.833 0.00 4.82 0.916 I O | | | | 8.22
3.917 0.00 4.48 0.884 I O | | | | 8.08
4.000 0.00 4.17 0.854 I O | | | | 7.96
4.083 0.00 3.88 0.826 I O | | | | 7.84
4.167 0.00 3.61 0.801 I O | | | | 7.74
4.250 0.00 3.36 0.777 I O | | | | 7.64
4.333 0.00 3.13 0.754 I O | | | | 7.55
4.417 0.00 3.00 0.733 I O | | | | 7.45
4.500 0.00 2.97 0.713 I O | | | | 7.36
4.583 0.00 2.95 0.692 I O | | | | 7.26
4.667 0.00 2.93 0.672 I O | | | | 7.17
4.750 0.00 2.90 0.652 I O | | | | 7.07
4.833 0.00 2.88 0.632 I O | | | | 6.98
4.917 0.00 2.86 0.612 I O | | | | 6.88
5.000 0.00 2.83 0.593 I O | | | | 6.79
5.083 0.00 2.81 0.573 I O | | | | 6.70
5.167 0.00 2.79 0.554 I O | | | | 6.61
5.250 0.00 2.76 0.535 I O | | | | 6.52
5.333 0.00 2.74 0.516 I O | | | | 6.42
5.417 0.00 2.71 0.497 I O | | | | 6.32
5.500 0.00 2.68 0.479 I O | | | | 6.22
5.583 0.00 2.65 0.460 I O | | | | 6.12
5.667 0.00 2.62 0.442 I O | | | | 6.02
5.750 0.00 2.60 0.424 I O | | | | 5.92
5.833 0.00 2.57 0.406 I O | | | | 5.82
5.917 0.00 2.54 0.389 I O | | | | 5.73
6.000 0.00 2.52 0.371 I O | | | | 5.63
6.083 0.00 2.49 0.354 I O | | | | 5.54
6.167 0.00 2.46 0.337 I O | | | | 5.44
6.250 0.00 2.43 0.320 I O | | | | 5.33
6.333 0.00 2.39 0.304 I O | | | | 5.22
6.417 0.00 2.36 0.287 I O | | | | 5.12
6.500 0.00 2.33 0.271 I O | | | | 5.02
6.583 0.00 2.30 0.255 I O | | | | 4.91
6.667 0.00 2.27 0.239 I O | | | | 4.81
6.750 0.00 2.24 0.224 I O | | | | 4.72
6.833 0.00 2.21 0.209 I O | | | | 4.62
6.917 0.00 2.18 0.193 I O | | | | 4.52
7.000 0.00 2.14 0.179 I O | | | | 4.41
7.083 0.00 2.10 0.164 I O | | | | 4.30
7.167 0.00 2.06 0.150 I O | | | | 4.19
7.250 0.00 2.02 0.136 I O | | | | 4.09
7.333 0.00 1.98 0.122 I O | | | | 3.98
7.417 0.00 1.94 0.108 I O | | | | 3.88
7.500 0.00 1.90 0.095 I O | | | | 3.78
7.583 0.00 1.87 0.082 I O | | | | 3.68
7.667 0.00 1.83 0.069 I O | | | | 3.59
7.750 0.00 1.79 0.057 I O | | | | 3.48
7.833 0.00 1.66 0.045 IO | | | | 3.19
7.917 0.00 1.54 0.034 IO | | | | 2.93
8.000 0.00 1.43 0.024 IO | | | | 2.69
8.083 0.00 1.19 0.015 IO | | | | 2.29
8.167 0.00 0.53 0.009 O | | | | 1.32
8.250 0.00 0.35 0.006 O | | | | 0.87
8.333 0.00 0.23 0.004 O | | | | 0.57
8.417 0.00 0.15 0.003 O | | | | 0.38
8.500 0.00 0.10 0.002 O | | | | 0.25
8.583 0.00 0.07 0.001 O | | | | 0.16
8.667 0.00 0.04 0.001 O | | | | 0.11
8.750 0.00 0.03 0.000 O | | | | 0.07
8.833 0.00 0.02 0.000 O | | | | 0.05
8.917 0.00 0.01 0.000 O | | | | 0.03
9.000 0.00 0.01 0.000 O | | | | 0.02
9.083 0.00 0.01 0.000 O | | | | 0.01
9.167 0.00 0.00 0.000 O | | | | 0.01
9.250 0.00 0.00 0.000 O | | | | 0.01
9.333 0.00 0.00 0.000 O | | | | 0.00
9.417 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 113
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 9.448 (CFS)
Total volume = 2.122 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** --------------------------------------------------------------------
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005
Study date: 08/29/22
--------------------------------------------------------------------- AREA B
100-YR STORM
6-HR
-------------------------------------------------------------------- Program License Serial Number 6094
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: AREAB.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 77
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 24.792 (CFS)
Total volume = 2.708 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING ****
______________________________________________________________________ User entry of depth-outflow-storage data
-------------------------------------------------------------------- Total number of inflow hydrograph intervals = 77
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
-------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
--------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------------
0.000 0.000 0.000 0.000 0.000
1.500 0.010 0.600 0.008 0.012
2.500 0.016 1.350 0.011 0.021
3.500 0.058 1.800 0.052 0.064
100-YR 6-HR
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38442
4.500 0.190 2.170 0.183 0.197
5.500 0.347 2.480 0.338 0.356
6.500 0.531 2.760 0.521 0.541
7.500 0.743 3.010 0.733 0.753
8.500 0.985 5.540 0.966 1.004
9.500 1.258 6.870 1.234 1.282
10.500 1.564 15.540 1.510 1.618
11.500 1.903 48.490 1.736 2.070
-------------------------------------------------------------------- Hydrograph Detention Basin Routing
--------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 6.2 12.40 18.59 24.79 (Ft.)
0.083 0.60 0.10 0.002 O | | | | 0.26
0.167 1.52 0.43 0.007 OI | | | | 1.07
0.250 1.87 1.06 0.014 |OI | | | | 2.11
0.333 1.98 1.38 0.019 |OI | | | | 2.56
0.417 2.04 1.42 0.023 |OI | | | | 2.66
0.500 2.18 1.47 0.027 |OI | | | | 2.77
0.583 2.35 1.53 0.033 |O I | | | | 2.90
0.667 2.39 1.59 0.038 | OI | | | | 3.03
0.750 2.40 1.65 0.044 | OI | | | | 3.16
0.833 2.41 1.70 0.049 | OI | | | | 3.28
0.917 2.41 1.75 0.053 | OI | | | | 3.39
1.000 2.53 1.80 0.058 | OI | | | | 3.50
1.083 2.69 1.82 0.064 | OI | | | | 3.54
1.167 2.73 1.83 0.070 | OI | | | | 3.59
1.250 2.75 1.85 0.076 | OI | | | | 3.64
1.333 2.75 1.87 0.082 | OI | | | | 3.68
1.417 2.76 1.88 0.088 | OI | | | | 3.73
1.500 2.76 1.90 0.094 | OI | | | | 3.77
1.583 2.76 1.92 0.100 | OI | | | | 3.82
1.667 2.76 1.93 0.106 | OI | | | | 3.86
1.750 2.76 1.95 0.111 | OI | | | | 3.90
1.833 2.76 1.96 0.117 | OI | | | | 3.95
1.917 2.76 1.98 0.122 | OI | | | | 3.99
2.000 2.88 2.00 0.128 | OI | | | | 4.03
2.083 2.92 2.01 0.134 | OI | | | | 4.08
2.167 2.91 2.03 0.140 | OI | | | | 4.12
2.250 3.05 2.05 0.147 | OI | | | | 4.17
2.333 3.08 2.07 0.154 | OI | | | | 4.22
2.417 3.09 2.09 0.161 | OI | | | | 4.28
2.500 3.10 2.11 0.167 | OI | | | | 4.33
2.583 3.10 2.13 0.174 | O I | | | | 4.38
2.667 3.10 2.14 0.181 | O I | | | | 4.43
2.750 3.22 2.16 0.188 | O I | | | | 4.48
2.833 3.38 2.18 0.196 | O I | | | | 4.54
2.917 3.42 2.20 0.204 | O I | | | | 4.59
3.000 3.44 2.21 0.212 | O I | | | | 4.64
3.083 3.44 2.23 0.221 | O I | | | | 4.70
3.167 3.57 2.25 0.229 | O I | | | | 4.75
3.250 3.73 2.27 0.239 | O I | | | | 4.81
3.333 3.76 2.29 0.249 | O I | | | | 4.88
3.417 3.90 2.31 0.260 | O I | | | | 4.94
3.500 4.19 2.33 0.272 | O I | | | | 5.02
3.583 4.51 2.36 0.285 | O I | | | | 5.11
3.667 4.72 2.39 0.301 | O I | | | | 5.21
3.750 4.90 2.42 0.317 | O I | | | | 5.31
3.833 5.09 2.46 0.335 | O I | | | | 5.42
3.917 5.26 2.49 0.354 | O I | | | | 5.54
4.000 5.44 2.52 0.373 | O I| | | | 5.64
4.083 5.60 2.55 0.394 | O I| | | | 5.75
4.167 5.90 2.58 0.416 | O I| | | | 5.87
4.250 6.31 2.62 0.440 | O I | | | 6.00
4.333 6.84 2.66 0.467 | O I | | | 6.15
4.417 7.42 2.71 0.497 | O |I | | | 6.32
4.500 7.80 2.76 0.531 | O | I | | | 6.50
4.583 8.12 2.80 0.567 | O | I | | | 6.67
4.667 8.66 2.85 0.605 | O | I | | | 6.85
4.750 9.24 2.90 0.647 | O | I | | | 7.05
4.833 9.62 2.95 0.692 | O | I | | | 7.26
4.917 9.93 3.00 0.739 | O | I | | | 7.48
5.000 10.47 3.47 0.787 | O | I | | | 7.68
5.083 11.89 4.00 0.838 | O | I| | | 7.89
5.167 14.44 4.64 0.899 | O | | I | | 8.14
5.250 16.85 5.40 0.972 | O | | I | | 8.45
5.333 18.81 5.89 1.056 | O| | I | 8.76
5.417 21.12 6.35 1.151 | O | | I | 9.11
5.500 24.79 7.02 1.263 | |O | | I| 9.52
5.583 20.05 9.76 1.360 | | O | |I | 9.83
5.667 9.15 10.62 1.390 | | I O | | | 9.93
5.750 5.01 9.99 1.368 | I | O | | | 9.86
5.833 3.11 8.94 1.331 | I | O | | | 9.74
5.917 1.97 7.80 1.291 | I | O | | | 9.61
6.000 1.14 6.84 1.251 |I O | | | 9.47
6.083 0.59 6.64 1.211 I O | | | 9.33
6.167 0.18 6.43 1.168 I O | | | 9.17
6.250 0.07 6.22 1.126 I O | | | 9.01
6.333 0.03 6.02 1.084 I O| | | | 8.86
6.417 0.01 5.82 1.043 I O| | | | 8.71
6.500 0.00 5.63 1.004 I O| | | | 8.57
6.583 0.00 5.34 0.966 I O | | | | 8.42
6.667 0.00 4.97 0.930 I O | | | | 8.27
6.750 0.00 4.62 0.897 I O | | | | 8.14
6.833 0.00 4.30 0.867 I O | | | | 8.01
6.917 0.00 4.00 0.838 I O | | | | 7.89
7.000 0.00 3.73 0.811 I O | | | | 7.78
7.083 0.00 3.47 0.787 I O | | | | 7.68
7.167 0.00 3.23 0.764 I O | | | | 7.59
7.250 0.00 3.01 0.742 I O | | | | 7.50
7.333 0.00 2.98 0.721 I O | | | | 7.40
7.417 0.00 2.96 0.701 I O | | | | 7.30
7.500 0.00 2.94 0.681 I O | | | | 7.21
7.583 0.00 2.91 0.661 I O | | | | 7.11
7.667 0.00 2.89 0.641 I O | | | | 7.02
7.750 0.00 2.87 0.621 I O | | | | 6.92
7.833 0.00 2.84 0.601 I O | | | | 6.83
7.917 0.00 2.82 0.582 I O | | | | 6.74
8.000 0.00 2.80 0.562 I O | | | | 6.65
8.083 0.00 2.77 0.543 I O | | | | 6.56
8.167 0.00 2.75 0.524 I O | | | | 6.46
8.250 0.00 2.72 0.505 I O | | | | 6.36
8.333 0.00 2.69 0.487 I O | | | | 6.26
8.417 0.00 2.66 0.468 I O | | | | 6.16
8.500 0.00 2.64 0.450 I O | | | | 6.06
8.583 0.00 2.61 0.432 I O | | | | 5.96
8.667 0.00 2.58 0.414 I O | | | | 5.86
8.750 0.00 2.55 0.396 I O | | | | 5.77
8.833 0.00 2.53 0.379 I O | | | | 5.67
8.917 0.00 2.50 0.361 I O | | | | 5.58
9.000 0.00 2.47 0.344 I O | | | | 5.48
9.083 0.00 2.44 0.327 I O | | | | 5.37
9.167 0.00 2.41 0.311 I O | | | | 5.27
9.250 0.00 2.38 0.294 I O | | | | 5.16
9.333 0.00 2.34 0.278 I O | | | | 5.06
9.417 0.00 2.31 0.262 I O | | | | 4.96
9.500 0.00 2.28 0.246 I O | | | | 4.86
9.583 0.00 2.25 0.230 I O | | | | 4.76
9.667 0.00 2.22 0.215 I O | | | | 4.66
9.750 0.00 2.19 0.200 I O | | | | 4.56
9.833 0.00 2.16 0.185 I O | | | | 4.46
9.917 0.00 2.11 0.170 I O | | | | 4.35
10.000 0.00 2.07 0.156 I O | | | | 4.24
10.083 0.00 2.03 0.142 I O | | | | 4.13
10.167 0.00 2.00 0.128 I O | | | | 4.03
10.250 0.00 1.96 0.114 I O | | | | 3.93
10.333 0.00 1.92 0.101 I O | | | | 3.82
10.417 0.00 1.88 0.088 I O | | | | 3.73
10.500 0.00 1.85 0.075 I O | | | | 3.63
10.583 0.00 1.81 0.062 I O | | | | 3.53
10.667 0.00 1.72 0.050 I O | | | | 3.31
10.750 0.00 1.59 0.039 I O | | | | 3.04
10.833 0.00 1.48 0.028 IO | | | | 2.79
10.917 0.00 1.37 0.018 IO | | | | 2.56
11.000 0.00 0.73 0.011 O | | | | 1.68
11.083 0.00 0.42 0.007 O | | | | 1.06
11.167 0.00 0.28 0.005 O | | | | 0.70
11.250 0.00 0.18 0.003 O | | | | 0.46
11.333 0.00 0.12 0.002 O | | | | 0.30
11.417 0.00 0.08 0.001 O | | | | 0.20
11.500 0.00 0.05 0.001 O | | | | 0.13
11.583 0.00 0.03 0.001 O | | | | 0.09
11.667 0.00 0.02 0.000 O | | | | 0.06
11.750 0.00 0.01 0.000 O | | | | 0.04
11.833 0.00 0.01 0.000 O | | | | 0.02
11.917 0.00 0.01 0.000 O | | | | 0.02
12.000 0.00 0.00 0.000 O | | | | 0.01
12.083 0.00 0.00 0.000 O | | | | 0.01
12.167 0.00 0.00 0.000 O | | | | 0.00
12.250 0.00 0.00 0.000 O | | | | 0.00
12.333 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 148
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 10.619 (CFS)
Total volume = 2.708 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** --------------------------------------------------------------------
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005
Study date: 08/29/22
--------------------------------------------------------------------- AREA B
100-YR STORM
24-HR
-------------------------------------------------------------------- Program License Serial Number 6094
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: AREAB.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 293
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 7.730 (CFS)
Total volume = 4.134 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING ****
______________________________________________________________________ User entry of depth-outflow-storage data
-------------------------------------------------------------------- Total number of inflow hydrograph intervals = 293
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
-------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
--------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------------
0.000 0.000 0.000 0.000 0.000
1.500 0.010 0.600 0.008 0.012
2.500 0.016 1.350 0.011 0.021
3.500 0.058 1.800 0.052 0.064
100-YR 24-HR
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38442
4.500 0.190 2.170 0.183 0.197
5.500 0.347 2.480 0.338 0.356
6.500 0.531 2.760 0.521 0.541
7.500 0.743 3.010 0.733 0.753
8.500 0.985 5.540 0.966 1.004
9.500 1.258 6.870 1.234 1.282
10.500 1.564 15.540 1.510 1.618
11.500 1.903 48.490 1.736 2.070
-------------------------------------------------------------------- Hydrograph Detention Basin Routing
--------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.9 3.87 5.80 7.73 (Ft.)
0.083 0.14 0.02 0.000 O | | | | 0.06
0.167 0.32 0.09 0.002 OI | | | | 0.23
0.250 0.36 0.18 0.003 OI | | | | 0.45
0.333 0.45 0.26 0.004 |O | | | | 0.64
0.417 0.55 0.34 0.006 |OI | | | | 0.85
0.500 0.58 0.42 0.007 |OI | | | | 1.04
0.583 0.59 0.47 0.008 |OI | | | | 1.18
0.667 0.59 0.51 0.009 | O | | | | 1.28
0.750 0.59 0.54 0.009 | O | | | | 1.35
0.833 0.66 0.57 0.009 | O | | | | 1.42
0.917 0.75 0.63 0.010 | OI | | | | 1.54
1.000 0.77 0.71 0.011 | OI | | | | 1.65
1.083 0.72 0.73 0.011 | IO | | | | 1.68
1.167 0.63 0.70 0.011 | O | | | | 1.63
1.250 0.61 0.65 0.010 | O | | | | 1.57
1.333 0.60 0.62 0.010 | O | | | | 1.53
1.417 0.59 0.61 0.010 | O | | | | 1.51
1.500 0.59 0.60 0.010 | O | | | | 1.50
1.583 0.59 0.60 0.010 | O | | | | 1.49
1.667 0.59 0.60 0.010 | O | | | | 1.49
1.750 0.59 0.59 0.010 | O | | | | 1.49
1.833 0.66 0.61 0.010 | O | | | | 1.51
1.917 0.75 0.67 0.011 | OI | | | | 1.59
2.000 0.77 0.73 0.011 | O | | | | 1.67
2.083 0.78 0.76 0.011 | O | | | | 1.71
2.167 0.79 0.78 0.011 | O | | | | 1.73
2.250 0.79 0.78 0.011 | O | | | | 1.74
2.333 0.79 0.79 0.012 | O | | | | 1.75
2.417 0.79 0.79 0.012 | O | | | | 1.75
2.500 0.79 0.79 0.012 | O | | | | 1.75
2.583 0.86 0.81 0.012 | O | | | | 1.78
2.667 0.95 0.87 0.012 | O | | | | 1.86
2.750 0.97 0.92 0.013 | OI | | | | 1.93
2.833 0.98 0.96 0.013 | OI | | | | 1.97
2.917 0.99 0.97 0.013 | O | | | | 2.00
3.000 0.99 0.98 0.013 | O | | | | 2.01
3.083 0.99 0.99 0.013 | O | | | | 2.01
3.167 0.99 0.99 0.013 | O | | | | 2.02
3.250 0.99 0.99 0.013 | O | | | | 2.02
3.333 0.99 0.99 0.013 | O | | | | 2.02
3.417 0.99 0.99 0.013 | O | | | | 2.02
3.500 0.99 0.99 0.013 | O | | | | 2.02
3.583 0.99 0.99 0.013 | O | | | | 2.02
3.667 0.99 0.99 0.013 | O | | | | 2.02
3.750 0.99 0.99 0.013 | O | | | | 2.02
3.833 1.06 1.01 0.013 | O | | | | 2.04
3.917 1.15 1.07 0.014 | O | | | | 2.12
4.000 1.17 1.12 0.014 | O | | | | 2.20
4.083 1.18 1.15 0.014 | O | | | | 2.24
4.167 1.18 1.17 0.015 | O | | | | 2.26
4.250 1.19 1.18 0.015 | O | | | | 2.27
4.333 1.25 1.20 0.015 | OI | | | | 2.30
4.417 1.35 1.26 0.015 | O | | | | 2.38
4.500 1.37 1.32 0.016 | O | | | | 2.46
4.583 1.38 1.35 0.016 | O | | | | 2.50
4.667 1.38 1.35 0.016 | O | | | | 2.50
4.750 1.38 1.35 0.016 | O | | | | 2.51
4.833 1.45 1.36 0.017 | OI | | | | 2.52
4.917 1.54 1.37 0.018 | OI | | | | 2.54
5.000 1.57 1.38 0.019 | OI | | | | 2.57
5.083 1.44 1.39 0.020 | O | | | | 2.59
5.167 1.26 1.39 0.019 | O | | | | 2.58
5.250 1.22 1.38 0.018 | O | | | | 2.56
5.333 1.27 1.37 0.018 | O | | | | 2.54
5.417 1.35 1.36 0.017 | O | | | | 2.53
5.500 1.37 1.36 0.017 | O | | | | 2.53
5.583 1.45 1.37 0.017 | O | | | | 2.54
5.667 1.54 1.37 0.018 | OI | | | | 2.56
5.750 1.57 1.39 0.020 | OI | | | | 2.58
5.833 1.57 1.40 0.021 | OI | | | | 2.61
5.917 1.58 1.41 0.022 | OI | | | | 2.64
6.000 1.58 1.42 0.023 | OI | | | | 2.67
6.083 1.65 1.44 0.024 | OI | | | | 2.70
6.167 1.74 1.46 0.026 | OI| | | | 2.74
6.250 1.76 1.48 0.028 | OI| | | | 2.78
6.333 1.77 1.50 0.030 | OI| | | | 2.83
6.417 1.78 1.52 0.032 | OI| | | | 2.87
6.500 1.78 1.54 0.033 | OI| | | | 2.91
6.583 1.85 1.56 0.035 | OI| | | | 2.96
6.667 1.94 1.58 0.037 | O I | | | 3.01
6.750 1.96 1.61 0.040 | O I | | | 3.07
6.833 1.97 1.63 0.042 | O I | | | 3.13
6.917 1.97 1.66 0.045 | O I | | | 3.18
7.000 1.98 1.68 0.047 | O I | | | 3.23
7.083 1.98 1.70 0.049 | OI | | | 3.28
7.167 1.98 1.72 0.050 | OI | | | 3.32
7.250 1.98 1.74 0.052 | OI | | | 3.36
7.333 2.04 1.76 0.054 | OI | | | 3.41
7.417 2.14 1.78 0.056 | OI | | | 3.46
7.500 2.16 1.80 0.059 | OI | | | 3.51
7.583 2.24 1.81 0.061 | O|I | | | 3.53
7.667 2.33 1.82 0.065 | O|I | | | 3.55
7.750 2.36 1.83 0.068 | O|I | | | 3.58
7.833 2.43 1.84 0.072 | O| I | | | 3.61
7.917 2.53 1.85 0.076 | O| I | | | 3.64
8.000 2.55 1.86 0.081 | O| I | | | 3.68
8.083 2.70 1.88 0.086 | O| I | | | 3.71
8.167 2.89 1.90 0.093 | O| I | | | 3.76
8.250 2.93 1.92 0.099 | O| I | | | 3.81
8.333 2.95 1.94 0.106 | O I | | | 3.87
8.417 2.96 1.96 0.113 | O I | | | 3.92
8.500 2.96 1.97 0.120 | O I | | | 3.97
8.583 3.03 1.99 0.127 | O I | | | 4.02
8.667 3.12 2.01 0.135 | O I | | | 4.08
8.750 3.15 2.04 0.142 | O I | | | 4.14
8.833 3.22 2.06 0.150 | O I | | | 4.20
8.917 3.32 2.08 0.158 | O I | | | 4.26
9.000 3.34 2.11 0.167 | O I | | | 4.33
9.083 3.49 2.13 0.176 | O I | | | 4.39
9.167 3.68 2.16 0.186 | O I| | | 4.47
9.250 3.72 2.18 0.196 | |O I| | | 4.54
9.333 3.81 2.20 0.207 | |O I| | | 4.61
9.417 3.91 2.23 0.219 | |O I | | 4.68
9.500 3.94 2.25 0.230 | |O I | | 4.76
9.583 4.01 2.27 0.242 | |O I | | 4.83
9.667 4.11 2.30 0.254 | |O |I | | 4.91
9.750 4.13 2.32 0.267 | |O |I | | 4.99
9.833 4.21 2.35 0.279 | |O |I | | 5.07
9.917 4.31 2.37 0.292 | |O |I | | 5.15
10.000 4.33 2.40 0.306 | |O |I | | 5.24
10.083 3.86 2.42 0.317 | | O I| | | 5.31
10.167 3.22 2.44 0.325 | | O I | | | 5.36
10.250 3.07 2.45 0.330 | | O I | | | 5.39
10.333 3.01 2.45 0.334 | | O I | | | 5.42
10.417 2.98 2.46 0.338 | | O I | | | 5.44
10.500 2.96 2.47 0.341 | | O I | | | 5.46
10.583 3.31 2.48 0.346 | | O I | | | 5.49
10.667 3.77 2.49 0.353 | | O I| | | 5.53
10.750 3.87 2.50 0.362 | | O I | | 5.58
10.833 3.92 2.52 0.372 | | O I | | 5.63
10.917 3.94 2.53 0.381 | | O I | | 5.69
11.000 3.95 2.55 0.391 | | O I | | 5.74
11.083 3.88 2.56 0.400 | | O I | | 5.79
11.167 3.79 2.57 0.409 | | O I| | | 5.84
11.250 3.77 2.59 0.417 | | O I| | | 5.88
11.333 3.76 2.60 0.425 | | O I| | | 5.93
11.417 3.76 2.61 0.433 | | O I| | | 5.97
11.500 3.75 2.62 0.441 | | O I| | | 6.01
11.583 3.62 2.63 0.449 | | O I | | | 6.05
11.667 3.43 2.64 0.455 | | O I | | | 6.09
11.750 3.39 2.65 0.460 | | O I | | | 6.11
11.833 3.44 2.66 0.465 | | O I | | | 6.14
11.917 3.52 2.67 0.471 | | O I | | | 6.17
12.000 3.54 2.68 0.477 | | O I | | | 6.20
12.083 4.03 2.69 0.484 | | O I | | 6.25
12.167 4.68 2.71 0.496 | | O | I | | 6.31
12.250 4.83 2.73 0.510 | | O | I | | 6.38
12.333 4.96 2.75 0.525 | | O | I | | 6.47
12.417 5.09 2.77 0.540 | | O | I | | 6.54
12.500 5.12 2.79 0.556 | | O | I | | 6.62
12.583 5.27 2.81 0.573 | | O | I | | 6.70
12.667 5.46 2.83 0.590 | | O | I | | 6.78
12.750 5.50 2.85 0.608 | | O | I | | 6.87
12.833 5.63 2.87 0.627 | | O | I| | 6.95
12.917 5.79 2.90 0.646 | | O | I| | 7.04
13.000 5.85 2.92 0.667 | | O | I | 7.14
13.083 6.48 2.95 0.689 | | O | | I | 7.24
13.167 7.32 2.98 0.716 | | O | | I | 7.37
13.250 7.53 3.04 0.746 | | O | | I| 7.51
13.333 7.63 3.36 0.776 | | O | | I| 7.64
13.417 7.69 3.66 0.805 | | O| | I| 7.76
13.500 7.73 3.94 0.832 | | O | I 7.87
13.583 6.63 4.17 0.854 | | |O | I | 7.96
13.667 5.14 4.29 0.865 | | |O I | | 8.00
13.750 4.80 4.33 0.870 | | |O I | | 8.02
13.833 4.65 4.36 0.872 | | | OI | | 8.03
13.917 4.58 4.38 0.874 | | | O | | 8.04
14.000 4.54 4.39 0.875 | | | O | | 8.05
14.083 4.86 4.41 0.877 | | | O I | | 8.05
14.167 5.30 4.46 0.882 | | | O I | | 8.07
14.250 5.42 4.52 0.888 | | | O I | | 8.10
14.333 5.36 4.58 0.893 | | | O I | | 8.12
14.417 5.24 4.63 0.898 | | | O I | | 8.14
14.500 5.23 4.67 0.902 | | | O I | | 8.16
14.583 5.23 4.71 0.906 | | | O I | | 8.17
14.667 5.24 4.75 0.909 | | | O I | | 8.19
14.750 5.26 4.78 0.913 | | | O I | | 8.20
14.833 5.16 4.81 0.915 | | | O I | | 8.21
14.917 5.01 4.83 0.917 | | | OI | | 8.22
15.000 5.00 4.84 0.918 | | | O | | 8.22
15.083 4.91 4.85 0.919 | | | O | | 8.23
15.167 4.79 4.85 0.919 | | | IO | | 8.23
15.250 4.76 4.85 0.919 | | | IO | | 8.23
15.333 4.68 4.84 0.918 | | | IO | | 8.22
15.417 4.58 4.82 0.916 | | | IO | | 8.22
15.500 4.56 4.81 0.915 | | | IO | | 8.21
15.583 4.28 4.78 0.912 | | |I O | | 8.20
15.667 3.90 4.73 0.908 | | I O | | 8.18
15.750 3.82 4.67 0.902 | | I| O | | 8.16
15.833 3.78 4.61 0.896 | | I| O | | 8.13
15.917 3.76 4.55 0.890 | | I| O | | 8.11
16.000 3.75 4.50 0.885 | | I| O | | 8.09
16.083 2.73 4.41 0.877 | | I | O | | 8.05
16.167 1.35 4.24 0.861 | I | |O | | 7.99
16.250 1.03 4.03 0.841 | I | O | | 7.90
16.333 0.89 3.82 0.820 | I | O| | | 7.82
16.417 0.82 3.61 0.801 | I | O | | | 7.74
16.500 0.79 3.42 0.782 | I | O | | | 7.66
16.583 0.72 3.23 0.764 | I | O | | | 7.59
16.667 0.63 3.05 0.747 | I | O | | | 7.52
16.750 0.61 3.00 0.731 | I | O | | | 7.44
16.833 0.60 2.98 0.714 | I | O | | | 7.36
16.917 0.59 2.96 0.698 | I | O | | | 7.29
17.000 0.59 2.94 0.682 | I | O | | | 7.21
17.083 0.73 2.92 0.666 | I | O | | | 7.14
17.167 0.91 2.90 0.652 | I | O | | | 7.07
17.250 0.96 2.89 0.638 | I | O | | | 7.01
17.333 0.98 2.87 0.625 | I | O | | | 6.94
17.417 0.98 2.86 0.612 | I | O | | | 6.88
17.500 0.99 2.84 0.599 | I | O | | | 6.82
17.583 0.99 2.83 0.587 | I | O | | | 6.76
17.667 0.99 2.81 0.574 | I | O | | | 6.70
17.750 0.99 2.80 0.561 | I | O | | | 6.64
17.833 0.92 2.78 0.549 | I | O | | | 6.58
17.917 0.83 2.77 0.536 | I | O | | | 6.52
18.000 0.81 2.75 0.522 | I | O | | | 6.45
18.083 0.80 2.73 0.509 | I | O | | | 6.38
18.167 0.79 2.71 0.496 | I | O | | | 6.31
18.250 0.79 2.69 0.483 | I | O | | | 6.24
18.333 0.79 2.67 0.470 | I | O | | | 6.17
18.417 0.79 2.65 0.457 | I | O | | | 6.10
18.500 0.79 2.63 0.444 | I | O | | | 6.03
18.583 0.72 2.61 0.431 | I | O | | | 5.96
18.667 0.63 2.59 0.418 | I | O | | | 5.89
MAX FLOW
DEPTH WITHIN
BASIN, BASIN
DEPTH IS 11.50'
18.750 0.61 2.57 0.405 | I | O | | | 5.81
18.833 0.53 2.55 0.391 | I | O | | | 5.74
18.917 0.43 2.53 0.377 |I | O | | | 5.66
19.000 0.41 2.50 0.362 |I | O | | | 5.58
19.083 0.47 2.48 0.348 |I | O | | | 5.51
19.167 0.56 2.46 0.335 | I | O | | | 5.42
19.250 0.58 2.43 0.322 | I | O | | | 5.34
19.333 0.65 2.41 0.309 | I |O | | | 5.26
19.417 0.75 2.38 0.298 | I |O | | | 5.19
19.500 0.77 2.36 0.287 | I |O | | | 5.12
19.583 0.72 2.34 0.276 | I |O | | | 5.05
19.667 0.63 2.32 0.264 | I |O | | | 4.97
19.750 0.61 2.29 0.253 | I |O | | | 4.90
19.833 0.53 2.27 0.241 | I |O | | | 4.82
19.917 0.43 2.25 0.229 |I |O | | | 4.75
20.000 0.41 2.22 0.216 |I |O | | | 4.67
20.083 0.47 2.20 0.204 |I |O | | | 4.59
20.167 0.56 2.17 0.192 | I |O | | | 4.52
20.250 0.58 2.15 0.181 | I O | | | 4.44
20.333 0.59 2.12 0.171 | I O | | | 4.35
20.417 0.59 2.09 0.160 | I O | | | 4.28
20.500 0.59 2.06 0.150 | I O | | | 4.20
20.583 0.59 2.03 0.140 | I O | | | 4.12
20.667 0.59 2.00 0.130 | I O | | | 4.05
20.750 0.59 1.98 0.121 | I O | | | 3.98
20.833 0.52 1.95 0.111 | I O | | | 3.90
20.917 0.43 1.92 0.101 |I O| | | | 3.83
21.000 0.41 1.89 0.091 |I O| | | | 3.75
21.083 0.47 1.86 0.081 |I O| | | | 3.67
21.167 0.56 1.84 0.072 | I O| | | | 3.60
21.250 0.58 1.81 0.063 | I O| | | | 3.54
21.333 0.52 1.76 0.054 | I O| | | | 3.42
21.417 0.43 1.67 0.046 |I O | | | | 3.21
21.500 0.41 1.58 0.038 |I O | | | | 3.01
21.583 0.47 1.50 0.030 |I O | | | | 2.83
21.667 0.56 1.43 0.023 | I O | | | | 2.68
21.750 0.58 1.37 0.018 | I O | | | | 2.54
21.833 0.52 1.02 0.013 | I O | | | | 2.05
21.917 0.43 0.69 0.011 |IO | | | | 1.62
22.000 0.41 0.56 0.009 |IO | | | | 1.40
22.083 0.47 0.52 0.009 |IO | | | | 1.30
22.167 0.56 0.52 0.009 | O | | | | 1.29
22.250 0.58 0.53 0.009 | O | | | | 1.34
22.333 0.52 0.54 0.009 | O | | | | 1.35
22.417 0.43 0.52 0.009 |IO | | | | 1.29
22.500 0.41 0.48 0.008 |IO | | | | 1.21
22.583 0.40 0.46 0.008 |O | | | | 1.14
22.667 0.40 0.44 0.007 |O | | | | 1.09
22.750 0.40 0.42 0.007 |O | | | | 1.06
22.833 0.40 0.41 0.007 |O | | | | 1.03
22.917 0.40 0.41 0.007 |O | | | | 1.02
23.000 0.40 0.40 0.007 |O | | | | 1.01
23.083 0.40 0.40 0.007 |O | | | | 1.00
23.167 0.40 0.40 0.007 |O | | | | 1.00
23.250 0.40 0.40 0.007 |O | | | | 0.99
23.333 0.40 0.40 0.007 |O | | | | 0.99
23.417 0.40 0.40 0.007 |O | | | | 0.99
23.500 0.40 0.40 0.007 |O | | | | 0.99
23.583 0.40 0.40 0.007 |O | | | | 0.99
23.667 0.40 0.40 0.007 |O | | | | 0.99
23.750 0.40 0.40 0.007 |O | | | | 0.99
23.833 0.40 0.40 0.007 |O | | | | 0.99
23.917 0.40 0.40 0.007 |O | | | | 0.99
24.000 0.40 0.40 0.007 |O | | | | 0.99
24.083 0.26 0.37 0.006 |O | | | | 0.93
24.167 0.07 0.30 0.005 IO | | | | 0.75
24.250 0.03 0.22 0.004 O | | | | 0.54
24.333 0.01 0.15 0.002 O | | | | 0.37
24.417 0.00 0.10 0.002 O | | | | 0.25
24.500 0.00 0.07 0.001 O | | | | 0.17
24.583 0.00 0.04 0.001 O | | | | 0.11
24.667 0.00 0.03 0.000 O | | | | 0.07
24.750 0.00 0.02 0.000 O | | | | 0.05
24.833 0.00 0.01 0.000 O | | | | 0.03
24.917 0.00 0.01 0.000 O | | | | 0.02
25.000 0.00 0.01 0.000 O | | | | 0.01
25.083 0.00 0.00 0.000 O | | | | 0.01
25.167 0.00 0.00 0.000 O | | | | 0.01
25.250 0.00 0.00 0.000 O | | | | 0.00
25.333 0.00 0.00 0.000 O | | | | 0.00
25.417 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 305
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 4.851 (CFS)
Total volume = 4.133 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** --------------------------------------------------------------------
APPENDIX E
SITE PLAN
APPENDIX F
VICINITY MAP
APPENDIX G
HYDRAULIC CALCULATIONS
EMERGENCY SPILLWAY
CALCULATIONS
(1*,1((5,1*&2168/7$176
100-YR SPILLWAY WSE =1603.77
Project Description
Solve For Headwater Elevation
Input Data
Discharge 53.90 ft³/s
Crest Elevation 0.00 ft
Tailwater Elevation 0.00 ft
Crest Surface Type Paved
Crest Breadth 1.00 ft
Crest Length 8.00 ft
Results
Headwater Elevation 1.68 ft
Headwater Height Above Crest 1.68 ft
Tailwater Height Above Crest 0.00 ft
Weir Coefficient 3.09 US
Submergence Factor 1.00
Adjusted Weir Coefficient 3.09 US
Flow Area 13.46 ft²
Velocity 4.00 ft/s
Wetted Perimeter 11.37 ft
Top Width 8.00 ft
Worksheet for BASIN NO 1 - EMERGENCY SPILLWAY
2/15/2024 2:04:06 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of 1 Page 8/31/2022
ENGINEERING CONSULTANTS
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38442
100-YR SPILLWAY WSE =1582.18
Project Description
Solve For Headwater Elevation
Input Data
Discharge 47.10 ft³/s
Crest Elevation 0.00 ft
Tailwater Elevation 0.00 ft
Weir Coefficient 3.09 US
Crest Length 8.00 ft
Number Of Contractions 0
Results
Headwater Elevation 1.54 ft
Headwater Height Above Crest 1.54 ft
Tailwater Height Above Crest 0.00 ft
Flow Area 12.30 ft²
Velocity 3.83 ft/s
Wetted Perimeter 11.07 ft
Top Width 8.00 ft
Worksheet for BASIN NO 2 - EMERGENCY SPILLWAY
8/30/2022 11:11:59 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of 1 Page
FOR REFERENCE ONLY
SEE DRAINAGE STUDY FOR
TRACT NO. 38443
LINE H
PRELIMINARY HYDRAULIC CALCULATIONS
Project Description
Friction Method Manning Formula
Solve For Channel Slope
Input Data
Roughness Coefficient 0.013
Normal Depth 6.25 ft
Diameter 6.25 ft
Discharge 608.10 ft³/s
Results
Channel Slope 0.01659 ft/ft
Flow Area 30.68 ft²
Wetted Perimeter 19.63 ft
Hydraulic Radius 1.56 ft
Top Width 0.00 ft
Critical Depth 6.01 ft
Percent Full 100.0 %
Critical Slope 0.01446 ft/ft
Velocity 19.82 ft/s
Velocity Head 6.11 ft
Specific Energy 12.36 ft
Froude Number 0.00
Maximum Discharge 654.14 ft³/s
Discharge Full 608.10 ft³/s
Slope Full 0.01659 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Worksheet for 75" RCP SECTION
3/7/2023 3:58:42 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of 1 Page
MAX FLOW
WITHIN 75" RCP
SECTION
MIN. PIPE
SLOPE TO BE
PROVIDED
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 6.25 ft
Critical Depth 6.01 ft
Channel Slope 0.01659 ft/ft
Critical Slope 0.01446 ft/ft
Worksheet for 75" RCP SECTION
3/7/2023 3:58:42 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of 2 Page
PIPE CAN
HANDLE
TRIBUTARY
FLOWS
Project Description
Friction Method Manning Formula
Solve For Channel Slope
Input Data
Roughness Coefficient 0.013
Normal Depth 7.50 ft
Diameter 7.50 ft
Discharge 710.40 ft³/s
Results
Channel Slope 0.00856 ft/ft
Flow Area 44.18 ft²
Wetted Perimeter 23.56 ft
Hydraulic Radius 1.88 ft
Top Width 0.00 ft
Critical Depth 6.71 ft
Percent Full 100.0 %
Critical Slope 0.00758 ft/ft
Velocity 16.08 ft/s
Velocity Head 4.02 ft
Specific Energy 11.52 ft
Froude Number 0.00
Maximum Discharge 764.18 ft³/s
Discharge Full 710.40 ft³/s
Slope Full 0.00856 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Worksheet for 90" RCP SECTION
3/7/2023 3:49:33 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of 1 Page
MAX FLOW
WITHIN 90" RCP
SECTION
MIN. PIPE
SLOPE TO BE
PROVIDED
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 7.50 ft
Critical Depth 6.71 ft
Channel Slope 0.00856 ft/ft
Critical Slope 0.00758 ft/ft
Worksheet for 90" RCP SECTION
3/7/2023 3:49:33 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of 2 Page
PIPE CAN
HANDLE
TRIBUTARY
FLOWS
Project Description
Friction Method Manning Formula
Solve For Channel Slope
Input Data
Roughness Coefficient 0.013
Normal Depth 5.00 ft
Diameter 5.00 ft
Discharge 275.00 ft³/s
Results
Channel Slope 0.01115 ft/ft
Flow Area 19.63 ft²
Wetted Perimeter 15.71 ft
Hydraulic Radius 1.25 ft
Top Width 0.00 ft
Critical Depth 4.56 ft
Percent Full 100.0 %
Critical Slope 0.00972 ft/ft
Velocity 14.01 ft/s
Velocity Head 3.05 ft
Specific Energy 8.05 ft
Froude Number 0.00
Maximum Discharge 295.82 ft³/s
Discharge Full 275.00 ft³/s
Slope Full 0.01115 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Worksheet for 60" RCP SECTION
3/8/2023 9:37:16 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of 1 Page
MAX FLOW
WITHIN 90" RCP
SECTION
MIN. PIPE
SLOPE TO BE
PROVIDED
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 5.00 ft
Critical Depth 4.56 ft
Channel Slope 0.01115 ft/ft
Critical Slope 0.00972 ft/ft
Worksheet for 60" RCP SECTION
3/8/2023 9:37:16 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of 2 Page
PIPE CAN
HANDLE
TRIBUTARY
FLOWS
APPENDIX H
REFERENCE DOCUMENTS
SOILS MAP
PROJECT LOCATION
RAINFALL DATA
MORENO MASTER PLAN OF
DRAINAGE
RIVERSIDE COUNTY FLOOD CONTROL
AND WATER CONSERVATION DISTRICT
Riverside, California
MORENO
MASTER DRAINAGE PLAN
ZONE FOUR
Original Plan – September 1980 WARREN D. WILLIAMS
Revision No. 2 – April 2015 General Manager-Chief Engineer
MORENO
MASTER DRAINAGE PLAN
(Revision No. 2)
TABLE OF CONTENTS
Page
SECTION I - PURPOSE ........................................................................................................... .......... 1 SECTION II - SCOPE ......................................................................................................................... 1 SECTION III - GENERAL DISCUSSION ......................................................................................... 2 SECTION IV – MASTER DRAINAGE PLAN OBJECTIVES .......................................................... 2 SECTION V - HYDROLOGY ............................................................................................................ 3 SECTION VI – EXISTING FACILITIES ........................................................................................... 4 SECTION VII – FACILITY SIZING CRITERIA ............................................................................... 5 SECTION VIII – PROPOSED IMPROVEMENTS ............................................................................ 6 SECTION IX - ALTERNATIVES ..................................................................................................... 13 SECTION X – ESTIMATED COST .................................................................................................. 14 SECTION XI - CONCLUSIONS ....................................................................................................... 17 SECTION XII - RECCOMENDATIONS .......................................................................................... 17 TABLES
TABLE 1 - NOAA Atlas 14 Point Rainfall Values ............................................................................. 3 TABLE 2 - Existing Facilities ............................................................................................................. 4 TABLE 3 - Cost Summary.................................................................................................................. 14 TABLE 4 - Alternatives: Basin Footprint Summary .......................................................................... 21 TABLE 5 - Decision Matrix ............................................................................................................... 24
APPENDIX
ALTERNATIVES ANALYSIS ............................................................................................... APPENDIX A EXHIBIT 1 - Alternative 1 ...................................................................................................... APPENDIX B EXHIBIT 2A - Alternative 2A ................................................................................................. APPENDIX B EXHIBIT 2B - Alternative 2B ................................................................................................. APPENDIX B EXHIBIT 3 - Alternative 3 ...................................................................................................... APPENDIX B EXHIBIT 4 - Alternative 4 ...................................................................................................... APPENDIX B MAP
Master Drainage Plan ............................................................................................... INSIDE BACK COVER
-1-
SECTION I - PURPOSE
The purpose of this report is to identify the network of drainage facilities needed to alleviate currently known and anticipated drainage problems within the eastern portion of the City of Moreno Valley. A Master Drainage Plan (MDP) was originally adopted for the Moreno watershed in 1980 and was later revised in 1991 due to the development of the watershed at a higher density than anticipated. Since the 1991 revision, the City of Moreno Valley has updated its general plan, approved zone changes, and continued to grow significantly; prompting the District to once again revise the Moreno MDP to address these changes. In addition, this new revision seeks to address changes in regulation that favor the incorporation of flood control facilities which encourage infiltration.
Readers should bear in mind that the drainage network presented herein is conceptual in nature. Simply stated, the MDP provides a conceptual solution that addresses the known and anticipated drainage problems in the Moreno area based on various engineering, environmental, and economic considerations. By no means does the proposed MDP represent the only feasible solution.
The alignment and location of the facilities proposed in this MDP are approximate. Precise locations will be dictated by site specific conditions and other factors existing at the time of detailed design. Similarly, the facility sizing information shown on the enclosed map is preliminary. More detailed analysis performed at the facility design stage will determine the final facility sizing.
SECTION II - SCOPE
Tasks involved in the development of this master plan include:
1. Determination of the points of concentration and quantity of storm water runoff produced at various locations.
2. Determination of the quantity of debris produced by major canyons in the watershed.
3. Determination of the location and size of the proposed drainage facilities.
4. Investigation of alternative routes and conveyance methods as a basis for selecting the most economical, environmental, and soundly engineered plan.
5. Preparation of a drainage facility map.
6. Preparation of preliminary plan and profile sheets.
7. Preparation of individual facility cost estimates.
-2-
SECTION III – GENERAL DISCUSSION
The Moreno MDP encompasses a portion of the City of Moreno Valley and surrounding Riverside County lands. The watershed is generally bounded by Lasselle Street on the west, Theodore Street on the east, the Badlands on the north, and the city boundary on the south.
The proposed drainage plan involves the construction of detention basins, debris basins, open channels, and a network of underground storm drains. The drainage system will collect local urban runoff and transport the flows through this developing community to an outlet at the upper terminus of the Kitching Street Channel.
The revision presented here is a re-evaluation and expansion of the 1991 Moreno MDP Revision (Adopted MDP). The proposed plan shall supersede all past plans and reports. The plan presented herein will provide flood protection from the 100-year flood to the community when implemented, serve as a guide for the long term construction scheduling of the primary drainage facilities, and serve the basis for revising the existing Moreno Area Drainage Plan (ADP). The plan will also act as a planning guide for the location and sizing of local drainage facilities to be constructed by developers and others within the area.
SECTION IV – MASTER DRAINAGE PLAN OBJECTIVES
The following objectives were established for the Moreno Master Drainage Plan Revision:
1. Revise the Moreno MDP to provide a drainage plan which supports the existing and proposed land use as set forth in the “Riverside County Gene ral Plan” updated in 2008, “City of Moreno Valley General Plan” updated in July 2006, and any proposed amendments thereto.
2. The fully implemented plan should, in conjunction with ultimate street improvements for the area within the boundaries of the Moreno MDP, contain the 100-year frequency flows and alleviate the primary sources of flooding.
3. Identify preferred facility alignments, sizing, and right-of-way required for the future construction of MDP facilities to protect existing and future development.
4. Identify the most economical combination of facilities considering right-of-way acquisition, construction, and maintenance costs.
5. Develop a plan which, when implemented, will result in the elimination of FEMA designated Special Flood Hazard Areas within the boundaries of the Moreno MDP.
6. Revise the Moreno MDP to minimize major diversions and perpetuate the natural drainage pattern of the area to the maximum extent practicable.
7. Where feasible, incorporate facilities which encourage infiltration.
8. Minimize environmental impacts to the maximum extent practicable.
-3-
SECTION V – HYDROLOGY
Revision Studies:
This section outlines methodology, assumptions, and rainfall values used for new studies within the drainage area boundary for this MDP revision. The areas restudied were those tributary to Line F north of Cactus Avenue, areas tributary to Quincy Channel (Line G), and areas north of California State Route 60 (SR 60) not tributary to Nason Basin. New studies for the western portion of the plan (west of the Line G system) were not performed during the revision since many of the facilities here have already been constructed and were designed based on the Adopted MDP flow rates and alignments (see Previous Studies section below for additional information).
Two methods were used to develop the hydrology for this MDP revision: the Rational Method and the Synthetic Unit Hydrograph Method. The Rational Method was used to determine the peak discharges (cubic feet per second) generated from smaller watersheds less than 300 to 500 acres in size. For watersheds larger than 500 acres, the Synthetic Unit Hydrograph Method was used. To account for the attenuating effects of channel and basin storage, the Convex Routing Method and Modified Puls Methods were used, respectively.
Methodology and supportive data for both the Rationa l and Synthetic Unit Hydrograph Methods may be found in the Riverside County Flood Control and Water Conservation District Hydrology Manual , dated April 1978 (District Hydrology Manual).
Future land use assumptions were based on the following:
"The City of Moreno Valley General Plan," updated July 2006 “The Riverside County General Plan,” updated December 2008 Potential changes to areas currently zoned under the “Moreno Highlands Specific Plan,” adopted in 1992.
NOAA Atlas 14 Version 4 rainfall values were used in the hydrology calculations performed for this MDP revision. The rainfall frequencies examined were th e 2-year (50% annual chance) and the 100-year (1% annual chance) recurrence intervals with 1, 3, 6 and 24 hour durations. The calculated slope of the intensity- duration curve is 0.577. Table 1 highlights the NOAA Atlas 14 Version 4 area weighted point rainfall values used to develop the revision studies:
TABLE 1 – NOAA Atlas 14 Point Rainfall Values
Storm Frequency and Duration Area Weighted Point Rainfall (Inches) 2 Year – 1 Hour 0.52
2 Year – 3 Hour 0.90
2 Year – 6 Hour 1.29
2 Year – 24 Hour 2.29
100 Year – 1 Hour 1.57
100 Year – 3 Hour 2.42
100 Year – 6 Hour 3.38
100 Year – 24 Hour 6.43
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Previous Studies:
Line K System – The flow rates for the Line K system have remained the same as in the Adopted Plan. No changes were proposed to the alignment and no major changes in land use have occurred. Hydrology backup calculations for this line are from studies performed for the Adopted MDP. Line K was sized in these studies using NOAA Atlas 2 rainfall values.
Line H System – Hydrology for this system comes from the approved hydrology study for Tract 31128 and 31129 performed by PHB & Associates, Inc. This study reflects changes to the Adopted MDP alignment.
This study uses NOAA Atlas 2 rainfall values.
SECTION VI – EXISTING FACILITIES
In preparing this master drainage plan revision an inventory of known existing facilities was made and is summarized in Table 2. Those facilities serving as part of revised Moreno MDP drainage system are shown on the updated Moreno MDP map.
TABLE 2 – Existing Facilities
Facility Drawing Number Maintenance
Line A 4-473 RCFC
Line D 4-1007 RCFC
Line D-5 4-1007 RCFC
Line D-6 4-1007 RCFC
Line F
4-502,4-5271 4-1007, 4-912(Future
RCFC) RCFC
Line F-2 4-491,4-847 RCFC
Line F-3 4-501, 4-506 RCFC
Line F-4 4-501 RCFC
Line F-5 4-570 RCFC
Line F-6 4-528 RCFC
Line F-7 4-501 RCFC
Line F-8 4-509 RCFC
Line F-9 - MV
Line F-9 4-1007 RCFC
Line F-11 4-847 RCFC
Line F-12 4-847 RCFC
Line F-14 4-719 RCFC
Line G 4-526, 4-886 RCFC
Line G-5 (Auto Mall Dr Lateral) 4-526 MV
Line G-7 4-879 RCFC
Line H-1 4-885 RCFC
Line H-2 4-875 RCFC
Line H-3 - MV
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Facility Drawing Number Maintenance
Line H-6 4-875 RCFC
Line H-7 4-867 RCFC
Line H-8 4-875 RCFC
Line H-9 4-834 RCFC
Line I 4-583, 4-647, 4-738, 7-405, 4-904, 4-905 RCFC
Line J 4-858, (4-955 Future RCFC) RCFC
Line J-2 4-858 RCFC
Line J-3 4-858 RCFC
Line J-4 4-858 RCFC
Line J-5 4-858 MV
Line J-6 4-858 RCFC
Line J-9 4-1027 (Future RCFC)
Line J-10 4-646, 4-647 RCFC
Line K-1 - MV
Line K-3 - MV
Moreno Cold Creek SD - Line A 4-929 RCFC
SECTION VII – FACILITY SIZING CRITERIA
Underground Storm Drains
The underground facilities proposed in this MDP are located within existing or assumed future right-of-way, whenever possible, and consists of reinforced c oncrete pipe (RCP) ranging in size from 27 inches to 108 inches in diameter and reinforced concrete boxes (RCB) ranging in dimensions from 7’W x 7’D to 10’W x 8’D. Underground storm drain facilities were sized based on their full flow capacity.
Open Channels
The open channel facilities proposed are generally located along existing drainage ditches, washes, and where the proposed construction of the channel would have minimal impacts on adjacent properties. The open channels serve as flow conveyors and provide outlets for underground facilities proposed in the plan. Two types of open channels are proposed in this MDP, concrete lined channels and earthen bottomed channels with rock lined side slopes (unlined). The hydrau lic sizing of open channels is based on normal depth calculations. The right-of-way requirements for both lined and unlined facilities include the full channel width, maintenance access roads, as well as a 5 foot buffer on either side for anticipated cut and fill. Channels with top widths of less than 20 feet require one 15 foot maintenance access road; where the top width exceeds 20 feet, two maintenance access roads are necessary.
Detention Basins
The detention basins proposed in this MDP are located upstream existing facilities with limited hydraulic capacity (e.g. freeway culverts, Line F). The purpose of the detention basin is to attenuate peak flow rates to match the capacity of downstream existing facilities through the use of temporary detention storage. It should be noted that the detention basins proposed in this plan are sized for the 1% annual chance ("100-year" storm) event. Flows exceeding the design capacity of the b asin would pass over an emergency spillway in flow patterns approximating present conditions.
Debris Basins
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Debris basins are proposed in watersheds where signi ficant amount of debris would be expected and are generally located upstream of the proposed facilities to capture the debris before it enters the downstream conveyance system. The proposed debris basins were sized using the Tatum Method by the U.S. Army Corps of Engineers Los Angeles District, dated 1963.
SECTION VIII – PROPOSED IMPROVEMENTS
The improvements proposed in this MDP are shown on the enclosed map found at the back of this report.
Supporting data for proposed facilities is available at the Riverside County Flood Control and Water Conservation District's Office.
The design engineer should be aware that a detailed utility search was not completed. This means that, while the major known facilities were considered during the development of this MDP, a more thorough search may reveal additional or newly placed utilities that may necessitate minor alignment and size changes, or utility relocations during final design.
Line A – Line A begins approximately 300 feet west of the intersection of Locust Avenue and Quincy Street as a 4.5 foot deep concrete lined trapezoidal channel with side slopes of 1.5:1 and a base width of 6 feet. The channel extends southerly and connects to an existi ng section of Line A which continues southerly and southeasterly to a confluence point with the proposed Line A-1 just south of Kalmia Street. At the confluence point Line A transitions into a 8’W x 7’D RCB and continues southerly. The RCB then transitions into a 9’W x 7’D and continues southerly to an outlet into the pr oposed Sinclair Basin just north of California State Route 60 (SR 60).
Line A-1 – Line A-1 begins at a point approximately 1,315 feet north and 235 feet east of the intersection of Locust Avenue and Quincy Street as a 72-inch RCP. The 72-inch RCP extends westerly to Quincy Street and southerly in Quincy Street. At Kalmia Avenue, th e 72-inch RCP transitions into a 78-inch RCP until the confluence with Line A.
Line A-2 – Line A-2 begins approximately 650 feet east of the intersection of Locust Avenue and Quincy Street as a 42-inch RCP. The 42-inch RCP extends westerly until the confluence with the proposed Line A-1.
Line A-3 – Line A-3 begins at the intersection of Edmonson Avenue and Kalmia Avenue as a 42-inch RCP.
The 42-inch RCP extends easterly in Kalmia Avenue until the confluence with an existing portion of Line A.
Line A-6 – Line A-6 begins at a point approximately 1,300 feet west and 1,300 feet north of the intersection of Quincy Street and Ironwood Avenue as a 36-inch RCP. The 36-inch RCP extends southerly and transitions into a 42-inch and then a 48-inch RCP. At Heml ock Avenue the 48-inch RCP continues easterly and transitions into a 78-inch RCP, then into a 84-in ch RCP, and finally into a 7’W x 7’D RCB until the confluence with Line A.
Line A-7 – The upstream origin of Line A-7 begins approximately 850 feet east of the intersection of Petit Street and Ironwood Avenue as a 42-inch RCP. The 42-inch RCP extends to the westerly until the confluence with line A-6.
Line A-8 – Line A-8 begins approximately at the intersection of Hinson Street and Hemlock Avenue as a 42- inch RCP. The 42-inch RCP extends easterly and transitions into a 54-inch RCP until the confluence with Line A-6.
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Line B – Line B begins approximately 1,200 feet southeast of the intersection of Redlands Boulevard and Highland Boulevard as a 66-inch RCP. The 66-inch RCP extends easterly for 720 feet and then transitions into an 8’W x 7’D RCB following Highland Boulevard southeasterly for 1850 feet. The facility then extends southerly to Ironwood Avenue. From here the facility transitions into an 8’W x 8’D RCB extending easterly for approximately 740 feet before heading southerly for 1,310 feet to the confluence with Line C. At the confluence, the facility transitions into a 10’W x 8’D RCB which continues southerly to an outlet into the proposed Sinclair Basin just North of SR 60.
Line B-1 – Line B-1 begins approximately 730 feet west of the intersection of Theodore Street and Ironwood Avenue along Ironwood Avenue Street as a 78-inch RCP. The 78-inch RCP extends westerly along Ironwood Avenue until the confluence with Line B.
Line B-2 – Line B-2 begins approximately 850 feet west of the intersection of Juniper Avenue and Highland Boulevard as a 54-inch RCP. The 54-inch RCP extends easterly in Juniper Avenue until the confluence with Line B.
Line B-3 – Line B-3 begins approximately 2,110 feet east of the intersection of Redlands Boulevard and Ironwood Avenue as a 42-inch RCP. The 42-inch RCP extends easterly in Ironwood Avenue until the confluence with Line B.
Line C – The upstream origin of Line C begins at the outlet of the proposed Ironwood Debris Basin as a 66- inch RCP. The 66-inch RCP extends southerly in Theodore Street for 930 feet before transitioning into a 78- inch RCP and heading easterly until the confluence with Line B.
Line D-1 – Line D-1 begins approximately 820 feet west of the intersection of Locust Avenue and Redlands Boulevard as a 42-inch RCP. The 42-inch RCP extends easterly in Locust Avenue and transitions into a 48- inch RCP until the confluence with Redlands Boulevard.
Line D-2 – Line D-2 begins approximately 1,750 feet west of the intersection of Kalmia Avenue and Redlands Boulevard as a 42-inch RCP. The 42-inch RCP extends easterly and transitions into a 48-inch RCP, to a 60-inch RCP, and finally to a 66-inch RCP until the confluence with Line D-5.
Line D-3 – Line D-3 begins approximately 1,750 feet west of the intersection of Juniper Avenue and Redlands Boulevard as a 42-inch RCP. The 42-inch RCP extends easterly and transitions into a 48-inch RCP, to a 60-inch RCP, and finally to a 66-inch RCP until the confluence with Line D-5.
Line D-4 – Line D-4 begins approximately 670 feet east of the intersection of Juniper Avenue and Redlands Boulevard as a 42-inch RCP. The 42-inch RCP extends westerly until the confluence with Line D-5.
Line D-5 – Line D-5 begins at the intersection of Locust Avenue and Redlands Boulevard as a 48-inch RCP.
The 48-inch RCP extends southerly in Redlands Boulevard, transitioning into a 66-inch RCP until Ironwood Avenue where the 66-inch RCP transitions into a 90- inch RCP and turns easterly for approximately 1,310 feet. At this point the 90-inch RCP turns southerly for 1,300 feet, easterly for 690 feet, and finally southerly for 530 feet to an outlet into the proposed Sinclair Basin just north of SR 60.
Line D-7 – Line D-7 begins approximately 1,750 feet w est of the intersection of Ironwood Avenue and Redlands Boulevard as a 36-inch RCP. The 36-inch RCP extends easterly and transitions into a 48-inch RCP, to a 60-inch RCP, and finally to a 66-inch RCP until the confluence with Line D-5.
Line D-8 – The upstream origin of Line D-8 begins at a point approximately 1,300 feet south and 240 feet
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east of the intersection of Ironwood Avenue and Redlands Boulevard as a 42-inch RCP. From there the 42- inch RCP extends easterly and transitions into a 54-inch RCP until the confluence with Line D-5.
Line D-9 – Line D-9 begins at a point approximately 1, 640 feet east of the intersection of Redlands Boulevard and Ironwood Avenue as a 36-inch RCP. The 36-inch RCP extends westerly until the confluence with Line D-5.
Line E-1 – Line E-1 begins at a point approximately 2,600 feet south of State Route 60 and 250 feet east of Redlands Boulevard as a 36-inch RCP. The 36-inch pipe extends easterly and transitions into a 54-inch RCP and then to a 66-inch RCP until the confluence with Line F.
Line E-2 – Line E-2 begins at a point approximately 2,600 feet south of State Route 60 and 1,750 feet west of the Theodore Street as a 36-inch RCP. The 36-inch RCP extends westerly and transitions into a 54-inch RCP, to a 60-inch RCP, and then finally to a 66-inch RCP until the confluence with Line F.
Line E-3 – Line E-3 begins at a point approximately 250 feet east of the intersection of Redlands Boulevard and Dracaea Avenue as a 42-inch RCP. The 42-inch RCP extends easterly and transitions into a 54-inch RCP, to a 66-inch RCP, and finally into a 72-inch RCP until the confluence with Line F.
Line E-4 – Line E-4 begins at a point approximately 2,000 feet west of the intersection of Theodore Street and Dracaea Avenue as a 48-inch RCP. The 48-inch RCP extends westerly and transitions into a 60-inch RCP and finally to a 66-inch RCP until the confluence with Line F.
Line E-5 – Line E-5 begins at a point approximately 250 feet east of the intersection of Redlands Boulevard and Cottonwood Avenue as a 42-inch RCP. The 42-inch RCP extends easterly and transitions into a 48-inch RCP, to a 66-inch RCP, and finally to a 72-inch RCP until the confluence with Line F.
Line E-6 – Line E-6 begins at a point approximately 1,975 feet west of the intersection of Theodore Street and Cottonwood Avenue as a 48-inch RCP. The 48-inch RCP extends westerly and transitions into a 60-inch RCP and finally into a 66-inch RCP until the confluence with Line F.
Line E-7 – Line E-7 begins at a point approximately 275 feet east of the intersection of Redlands Boulevard and Bay Avenue as a 42-inch RCP. The 42-inch RCP extends easterly and transitions into a 60-inch RCP, to a 66-inch RCP, and finally to a 72-inch RCP until the confluence with Line F.
Line E-8 – Line E-8 begins at a point approximately 1,975 feet west of the intersection of Theodore Street and Bay Avenue as a 48-inch RCP. The 48-inch RCP extends westerly and transitions into a 54-inch RCP and finally into a 66-inch RCP until the confluence with Line F.
Line E-10 – Line E-10 begins at a point approximately 1,975 feet east of the intersection of Merwin Street and Alessandro Boulevard as a 36-inch RCP. The 36-inch RCP transitions into a 54-inch RCP and finally into a 60-inch RCP until the confluence with Line F.
Line F – Line F begins approximately 1,350 feet south of SR 60 and 1,600 feet east of Redlands Boulevard as an earthen bottom trapezoidal channel with rock-lined side slopes. The earthen channel runs southerly to Alessandro Boulevard and southwesterly from below Alessandro Boulevard to Redlands Boulevard where it connects to an existing box culvert in Redlands Boulevar d. Typical channel sections in this reach have a depth of 8 feet, base widths of 6 to 38 feet, and side slopes of 2:1. There is another proposed section of Line F which begins approximately 500 feet north of the intersection of Oliver Street and John F. Kennedy Drive running southwesterly for 850 feet before connecting to existing Line F.
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Line F-2 – Line F-2 begins at the intersection of Ironwood Ave. and Redlands Boulevard as a 54-inch RCP and connects to Line F-15. The 54-inch RCP extends southerly to an existing 60-inch Caltrans culvert which extends the pipe to the south side of the State Route 60 Redlands Boulevard off ramp. Line F-2 resumes from the downstream terminus of the existing culvert as a 66-inch RCP which continues southerly transitioning to a 72-inch RCP, to a 78-inch RCP, to a 84-inch RCP, to a 90-inch RCP, to a 96-inch RCP, and finally into a 108-inch RCP until an outlet into the proposed Cactus Basin.
Line F-5 – Line F-5 begins approximately 100 feet south of the intersection of Oliver Street and John F.
Kennedy Drive at the downstream terminus of an existing portion of Line F-5 as a double 8’W x 4’D RCB.
The RCB extends westerly for 700 feet to the confluence with existing Line F.
Line F-13 – Line F-13 begins at a point approximately 1,330 feet north of the intersection of Moreno Beach Drive and Cactus Boulevard as a 33-inch RCP. The 33-inch RCP extends southerly and transitions into a 39- inch RCP until the confluence with existing Line F-4.
Line F-15 – Line F-15 begins at a point approximately 1,310 feet south and 1,750 feet west of the intersection of Redlands Boulevard and Ironwood Avenue as a 36- inch RCP. The 36-inch RCP extends easterly and transitions into a 48-inch RCP and then to a 54-inch RCP until the confluence with Line F-2 at Redlands Boulevard.
Line F-16 – Line F-16 begins at a point approximately 1,350 feet south of SR 60 and 2,250 feet west of the Redlands Boulevard as a 42-inich RCP. The 42-inch RCP extends easterly and transitions into a 48-inch RCP, to a 54-inch RCP and finally to a 72-inch RCP until the confluence with Line F-2.
Line F-17 – Line F-17 begins at a point approximately 2,630 feet south of SR 60 and 2,250 feet west of the Redlands Boulevard as a 42-inch RCP. From there the 42-inch RCP extends easterly and transitions into a 48-inch RCP, to a 54-inch RCP, and finally to a 60-inch RCP until the confluence with Line F-2.
Line F-18 – Line F-18 begins at a point approximately 1, 000 feet east of the intersection of Redlands Boulevard and Alessandro Boulevard as a 48-inch RCP. The 48-inch RCP extends westerly and transitions into a 60-inch RCP until the confluence with Line F-2.
Line F-19 – Line F-19 begins at a point approximately 500 feet east of the intersection of Redlands Boulevard and Brodiaea Avenue as a 60-inch RCP. The 60-inch RCP extends westerly until the confluence with Line F-2.
Line G – Line G begins approximately 850 feet south a nd 450 feet east of the intersection of Eucalyptus Avenue and Auto Mall Drive as an earthen bottom trapezoidal channel with rock-lined side slopes. The earthen channel runs southeasterly until a confluence with proposed Line G-7, approximately 400 feet north of the intersection of Cottonwood Avenue and Quincy Street. Line G continues southerly, parallel to Quincy Street, until an outlet into existing Line F. Typical channel sections in this reach have depths of 6 to 8 feet, base widths of 6 to 16 feet, and side slopes of 2:1.
Line G-1 – Line G-1 begins at a point approximately 1,200 feet north of SR 60 and 250 feet east of the Moreno Beach Drive as a 42-inch RCP. The 42-inch RCP extends easterly until the confluence with Line G-
4. Line G-2 – Line G-2 begins at the intersection of Hemlock Avenue and Petit Street as a 42-inch RCP. The 42-inch RCP extends westerly and transitions into a 54-inch RCP until the confluence with Line G-4.
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Line G-3 – Line G-3 begins at a point approximately 1,975 feet east of Moreno Beach Drive immediately north of SR 60 as a concrete lined rectangular channel. The channel extends westerly until the confluence with Line G-4. Typical sections for this channel have a depth of 6.5 feet and a base width of 10 feet.
Line G-4 – Line G-4 begins at a point approximately 1,200 feet north of SR 60 and 500 feet east of Moreno Beach Drive as a 54-inch RCP. The 54-inch RCP extends southerly until it transitions and connects with the existing Caltrans culvert crossing under SR 60.
Line G-7 –Line G-7 begins at a point approximately 2,600 feet west of Redlands Boulevard, just south of SR 60, as an earthen bottom trapezoidal channel with rock-lined side slopes. The channel extends southerly until the confluence with Line G approximately 400 feet north of the intersection of Quincy Street and Cottonwood Avenue. Typical sections for this channel have a depth of 5 feet, base widths of 5 feet, and side slopes of 2:1.
Line G-8 – Line G-8 begins at a point approximately 500 feet east of the intersection of Quincy Street and Bay Avenue as a 48-inch RCP. The 48-inch RCP extends westerly until the confluence with Line G.
Line G-9 – Line G-9 begins at a point approximately 1,300 feet east of the intersection of Quincy Street and Alessandro Avenue as a 48-inch RCP. The 48-inch RCP extends westerly and transitions to a 54-inch RCP and then to a 60-inch RCP until the confluence with Line G.
Line G-10 – Line G-10 begins at a point approximately 750 feet east of the intersection of Quincy Street and Brodiaea Avenue as a 48-inch RCP. The 48-inch RCP extends easterly and transitions into a 54-inch RCP until the confluence with Line G.
Line G-11 – Line G-11 begins at a point approximately 1,250 feet east of the intersection of Quincy Street and Cactus Avenue as a 36-inch RCP. From there the 36-inch RCP extends easterly and transitions into a 48- inch RCP and then to a 54-inch RCP until the confluence with Line G.
Line H – Line H begins at the intersection of Mill Creek Road and Dracaea Avenue as a 42-inch RCP. The 42-inch RCP extends southerly to Cottonwood Avenue and then transitions to an 8.25’W x 5’D RCB which extends easterly in Cottonwood Avenue for 610 feet. Here the line runs southerly, transitions to a 75-inch RCP, to a 87-inch RCP, and continues southerly until Alessandro Boulevard. The 87-inch RCP then runs easterly in Alessandro Boulevard to Oliver Street, southerly in Oliver Street to Brodiaea Avenue, transitions to a 90-inch RCP, and continues southerly until the confluence with existing Line H at Cactus Avenue.
Line H-1 – Line H-1 begins at a point approximately 1, 020 feet east of the intersection of Moreno Beach Drive and Alessandro Boulevard at the downstream terminus of an existing portion of Line H-1 as a 48- inch RCP. The 48-inch RCP extends westerly and transitions into a 63-inch RCP and then to a 75-inch RCP until the confluence with Line H-2 and H-1a approximately 650 feet east of Pearl Lane.
Line H-1a – Line H-1a begins at a point approximately 370 feet east of the intersection of Pearl Lane and Alessandro Boulevard as a 36-inch RCP. The 36-inch RCP extends easterly for 280 feet until the confluence with Line H-1 and H-2.
Line H-2 – Line H-2 begins at the intersection of Bethany Road and Cottonwood Avenue as a 33-inch RCP.
The 33-inch RCP extends southerly and transitions into a 39-inch RCP, to a 42-inch RCP, and finally to a 54- inch RCP until the confluence with Line H-1 at Alessa ndro Boulevard. Line H-2 then resumes from the confluence with Line H-1 and Line H-1a approximately 650 feet east of Pearl Lane on Alessandro Boulevard as an 84-inch RCP. The 84-inch RCP extends southerly until the confluence with an existing portion of Line H-2 at Brodiaea Avenue.
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Line H-3 – Line H-3 begins at the intersection of Moreno Beach Drive and Cottonwood Avenue as a 42-inch RCP. The 42-inch RCP extends southerly and transitions into a 45-inch RCP until the confluence with Line H-1 at Alessandro Boulevard.
Line H-4 – Line H-4 begins at a point approximately 1,550 feet east of the intersection of Nason Street and Bay Avenue as a 30-inch RCP. The 30-inch RCP extends westerly until the confluence with a Line H.
Line H-5 – Line H-5 begins at a point approximately 1,350 feet west of the intersection of Olive Street and Brodiaea Avenue as a 30-inch RCP. The 30-inch RCP extends easterly and transitions into a 33-inch RCP until the confluence with Line H.
Line H-5a – Line H-5a begins at a point approximately 290 feet east of the intersection of Olive Street and Brodiaea Avenue as a 36-inch RCP and extends westerly until the confluence with Line H.
Line H-6 – Line H-6 begins at a point approximately 1,130 feet east of the intersection of Landon Road and Brodiaea Ave as a 36-inch RCP. From there the 36-inch extends westerly until the confluence with the existing portion of Line H-6 approximately 500 feet east of the intersection of Landon Road and Brodiaea Avenue.
Line H-11 – Line H-11 begins at a point approximately 1,050 feet east of the intersection of Mill Creek Road and Dracaea Avenue at the terminus of Cold Creek Court Storm Drain Line A as a 60-inch RCP. The 60-inch RCP extends westerly for approximately 430 feet and then southerly until the confluence with line H at Cottonwood Avenue.
Line J – Line J begins at the intersection of Morrison Street and Dracaea Avenue at the confluence with Line J-1 as a 48-inch RCP. The 48-inch RCP extends southerly until connecting to the existing portion of Line J at the intersection of Morrison Street and Rockport Drive. Line J then resumes at the intersection of Morrison Street and Alessandro Boulevard at the terminus of the existing underground Line J facility as a 78-inch RCP.
The 78-inch RCP extends southerly and transitions into a 84-inch RCP until Cactus Avenue where it connects with an existing portion of Line J.
Line J-1 – Line J-1 begins at a point approximately 1400 feet east of the intersection of Morrison Street and Dracaea Avenue as a 27-inch RCP. The 27-inch RCP extends westerly and transitions into a 39-inch RCP until the confluence with Line J at the intersection of Morrison Street and Dracaea Avenue.
Line J-7 – Line J-7 begins at a point approximately 1350 feet south and 810 feet west of the intersection of Morrison Street and Alessandro Boulevard as a 24-inch RCP. The 24-inch RCP extends easterly until the confluence with Line J.
Line J-8 – Line J-8 begins at a point approximately 1350 feet south and 1450 feet east of the intersection of Morrison Street and Alessandro Boulevard as a 39-inch RCP. The 39-inch RCP extends westerly and transitions into a 42-inch RCP until the confluence with Line J.
Line K – Line K begins at the outlet of the proposed Reche Canyon Debris Basin, approximately 1500 feet east and 350 feet north of the intersection of Moreno Beach Drive and Locust Drive, as a concrete lined trapezoidal channel located on the southerly side of Reche Canyon Road. The channel extends southeasterly along Reche Canyon Road and easterly on Locust Avenue until the intersection with Moreno Beach Drive.
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Typical channel sections for this reach have a depth of 7 feet, base widths of 10 feet, and side slopes of 1.5:1.
From the intersection the channel transitions into a 14’W x 7’D RCB for 160 feet as it turns southerly along Moreno Beach Drive. The 14’W x 7’D RCB then transitions to a 9.5’W x 7’D RCB and continues southerly until a point approximately 300 feet north of Juniper Av enue. At this point Line K extends southeasterly, transitions to an earthen channel with rock-lined side slopes and c ontinues past Ironwood Avenue until an outlet into the existing Nason Basin. Typical channel sections for this reach have a depth of 6 feet, bottom widths of 25 to 30 feet, and side slopes of 2:1.
Line K-1 – Line K-1 begins at the intersection of Locust Avenue and Carrie Lane as a 42-inch RCP. The 42- inch RCP extends southerly to Kalmia Avenue, transitions to a 51-inch RCP as it extends westerly along Kalmia Avenue to Petit Street, and then southerly along Petit Street to the existing portion of Line K-1 approximately 665 feet north of the intersection of Petit Street and Juniper Avenue. Line K-1 then resumes at the downstream terminus of the existing Line K-1 f acility at the intersection of Petit Street and Juniper Avenue as a 63-inch RCP. The 63-inch RCP extends southerly to Ironwood Avenue and then transitions to a 90-inch RCP as it extends westerly until the confluence with Line K.
Line K-2 –Line K-2 begins at a point approximately 640 feet east of the intersection of Petit Street and Juniper Avenue as a 33-inch RCP. The 33-inch RCP extends westerly until the confluence with Line K-1.
Line K-4 – Line K-4 begins at a point approximately 240 f eet east of the intersection of Carrie Lane and Locust Avenue and extends westerly until the confluence with Line K-1.
Reche Canyon Debris Basin – The Reche Canyon Debris Basin is located at a point approximately 1500 feet east and 350 feet north of the intersection of Locust Avenue and Moreno Beach Drive, just upstream of proposed Line K. The debris basin will require approximately 7.5 acres of right-of-way.
Ironwood Debris Basin – The Ironwood Debris Basin is located just north of the intersection of Theodore Street Ironwood Avenue. The basin will require approximately 2.3 acres of right-of-way.
Quincy Basin – The proposed Quincy Basin is located approximately 2600 feet west of Redlands Boulevard just north of SR 60. The basin has a right-of-way footprint of approximately 22.5 acres, a storage volume of 150 ac-ft, and an embankment height of approximately 12.5 feet. The basin outlet is proposed as one 60-inch RCP which will connect to an existing 60-inch CMP culvert crossing under SR 60.
Cactus Basin – The proposed Cactus Basin is located between Redlands Boulevard and Wilmot Street just north of Cactus Avenue. The basin has a right-of-way footprint of approximately 21.7 acres, a storage volume of 100 ac-ft, and an embankment height of approximately 8 feet. The basin outlet utilizes the existing quadruple 8’W x 6’D RCB culverts under Cactus Avenue.
Sinclair Basin – The proposed Sinclair Basin is located approximately 2600 feet east of Theodore Street just north of SR 60. The basin has a right-of-way footprint of approximately 25 acres, a storage volume of 170 acre-ft, and an embankment height of approximately 12.5 feet. The basin outlet is proposed as two 60-inch RCPs which connect to two existing 72-inch CMP culverts crossing under SR 60.
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SECTION IX – ALTERNATIVES
Given that this Master Drainage Plan (MDP) update is essentially a refinement of the adopted Moreno MDP, a relatively narrow range of alternatives was considered. Nonetheless, several alternatives were developed and evaluated against the project objectives established by the District and the City of Moreno Valley. The following section provides a brief summary of each alternative and indicates the preferred alternative. For the full alternative analysis and discussion, see appendix A.
Alternatives Overview
The following paragraphs describe the major compone nts of each alternative developed during the MDP revision. Each description is supplemented with an e xhibit in the appendix which displays the layout of facilities and basin locations. It should also be noted that, while the MDP update was being developed, the District and City mutually agreed that the existing Line F-2 storm drain facility, which is currently sized as a 10-year facility, would be reconstructed to pr ovide 100-year flood capacity. Thus, the proposed reconstruction of Line F-2 was assumed to be a part of each alternative considered for the Moreno MDP Revision.
Alternative 1: This alternative consists of the same types of facilities and alignments as in the Adopted MDP.
Two detention basins are proposed along the Line F channel alignment: 1) Sinclair Basin just north of SR 60; and 2) Bay Avenue Basin located on the north side of Bay Avenue. In addition, Reche Canyon Debris Basin has been added to capture debris upstream of Line K. It should be noted that, similar to the Adopted MDP, this alternative proposes 1) concrete lining for all channel segments; and 2) makes use of the existing highway drainage culverts located under SR 60. See Exhibit 1 in the appendix for further detail.
Alternative 2a and 2b: The principal difference between these tw o alternatives and Alternative 1 is the realignment of proposed facilities upstream of SR 60 in an effort to maintain the current natural drainage patterns within the upper watershed. This was accomplished by realigning the mainline facilities, specifically Line A, to convey flows from the foothills southerly to the existing culverts at SR 60 instead of diverting flows into the proposed Sinclair Basin. Both of these alternatives propose Lines F, G, and K as earthen channels with rock-lined side slopes (unlined channels) in place of the concrete lined channels proposed in Alternative 1. Reche Canyon Debris Basin has been included to capture debris upstream of Line K.
Alternatives 2a and 2b differ from each other primarily in the size, number, and location of proposed detention basins. See Exhibit 2A and 2B for further detail.
Alternative 3: This alternative retains the major realignment of Line A, as proposed in Alternatives 2a and 2b, but proposes three detention basins downstream of SR 60 in place of the various basins proposed in Alternatives 2a and 2b. This option would require the upsizing the existing highway drainage culverts under SR 60 to convey the 100-year flows to the proposed basin locations. The three detention basins proposed in Alternative 3 are: 1) Brodiaea Basin along Line G just north of Brodiaea Avenue; 2) Fir Basin just south of SR 60 along Line G-7; and 3) Cactus Basin at the downstream end of proposed Line F. This alternative also proposes Lines F, G, and K as earthen channels with ro ck-lined side slopes in place of the concrete lined channels proposed in Alternative 1. Reche Canyon Debris Basin has been included to capture debris upstream of Line K. See Exhibit 3 for further detail.
Alternative 4 – Preferred Alternative: Similar to Alternatives 2a, 2b and 3, this alternative also calls for the realignment of proposed facilities upstream of SR 60 in an effort to maintain the current natural drainage patterns of the area. Alternative 4 proposes the implementation of three detention basins: 1) Quincy Basin located along Line A just north of the freeway; 2) Sinclair Basin located just north of SR 60 at the upstream end of Line F; and 3) Cactus Basin located at the c onfluence of Line F and Line F-2 just north of Cactus
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Avenue. Similar to Alternative 2a, 2b, and 3, this alternative also proposes Lines F, G and K as earthen channels with rock-lined side slopes in place of the concrete lined channels proposed in Alternative 1. Reche Canyon Debris Basin has been included to capture th e expected debris upstream of Line K, as well as Ironwood Debris Basin to capture expected debris upstream of Line C. See Exhibit 4 for further detail.
SECTION X – ESTIMATED COST
A cost summary for the MDP facilities is shown in Table 3. Cost estimates were based on 2013 Planning Unit Cost Sheets and include construction, right-of-w ay, and 40% for engineering, administration, and environmental mitigation and contingencies.
The costs estimates for the proposed facilities include the cost of manholes, catch basins and pipe installations. Manholes are located as necessary with a maximum spacing of 500 feet. Catch basins are not specifically located but the total number of lineal feet is included in the cost estimate. The cost for the open channel facilities includes the cost of access roads and right-of-way requirements. Channel access roads are assumed to be 15 feet wide and two (2) access roads were included where channel top widths exceed 20 feet.
An additional 5 foot buffer has been included on either side of channel access roads for anticipated cut and fill. Detention basin costs include the cost of a 20 foot wide access road around the perimeter.
TABLE 3
MORENO MASTER DRAINAGE PLAN REVISION 2
COST SUMMARY
Facility Construction Cost Right-of-Way Cost Total Cost
Line A $4,941,000 $10,000 $4,951,000
Line A-1 $2,658,000 - $2,658,000
Line A-2 $302,000 - $302,000
Line A-3 $297,000 - $297,000
Line A-6 $2,366,000 - $2,366,000
Line A-7 $224,000 - $224,000
Line A-8 $447,000 - $447,000
Line B $7,967,000 - $7,967,000
Line B-1 $1,269,000 - $1,269,000
Line B-2 $482,000 - $482,000
Line B-3 $263,000 - $263,000
Line C $2,091,000 - $2,091,000
Line D-1 $404,000 - $404,000
Line D-2 $973,000 - $973,000
Line D-3 $973,000 - $973,000
Line D-4 $310,000 - $310,000
Line D-5 $6,014,000 - $6,014,000
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Facility Construction Cost Right-of-Way Cost Total Cost Line D-7 $951,000 - $951,000
Line D-8 $538,000 - $538,000
Line D-9 $145,000 - $145,000
Line F $13,675,000 $1,055,000 $14,730,000
Line F-2 $8,804,000 - $8,804,000
Line F-5 $1,430,000 - $1,430,000
Line F-13 $613,000 - $613,000
Line F-15 $886,000 - $886,000
Line F-16 $1,401,000 - $1,401,000
Line F-17 $1,149,000 - $1,149,000
Line F-18 $588,000 - $588,000
Line F-19 $347,000 - $347,000
Line E-1 $885,000 - $885,000
Line E-2 $885,000 - $885,000
Line E-3 $1,092,000 - $1,092,000
Line E-4 $801,000 - $801,000
Line E-5 $1,052,000 - $1,052,000
Line E-6 $788,000 - $788,000
Line E-7 $1,109,000 - $1,109,000
Line E-8 $745,000 - $745,000
Line E-10 $624,000 - $624,000
Line G $10,121,000 $935,000 $11,056,000
Line G-1 $129,000 - $129,000
Line G-2 $431,000 - $431,000
Line G-3 $1,664,000 $50,000 $1,714,000
Line G-4 $617,000 - $617,000
Line G-7 $2,913,000 $305,000 $3,218,000
Line G-8 $264,000 $264,000
Line G-9 $735,000 - $735,000
Line G-10 $420,000 - $420,000
Line G-11 $647,000 - $647,000
Line H $7,367,000 - $7,367,000
Line H-1 $1,841,000 - $1,841,000
Line H-1a $115,000 - $115,000
Line H-2 $2,507,000 - $2,507,000
Line H-3 $1,251,000 - $1,251,000
Line H-4 $177,000 - $177,000
Line H-5 $525,000 - $525,000
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Facility Construction Cost Right-of-Way Cost Total Cost Line H-5a $132,000 - $132,000
Line H-6 $278,000 - $278,000
Line H-11 $981,000 - $981,000
Line J $11,776,000 - $11,776,000
Line J-1 $591,000 - $591,000
Line J-7 $258,000 - $258,000
Line J-8 $682,000 - $682,000
Line K $9,816,000 $570,000 $10,386,000
Line K-1 $4,240,000 - $4,240,000
Line K-2 $283,000 - $283,000
Line K-4 $138,000 - $138,000
Cactus Basin $5,047,000 $3,300,000 $8,347,000
Sinclair Basin $6,014,000 $2,400,000 $8,414,000
Quincy Basin $5,174,000 $2,150,000 $7,324,000
Reche Canyon
Debris Basin
$706,000 $713,000 $1,419,000
Ironwood Debris
Basin
$197,000 $219,000 $416,000
Total $148,526,000 $11,707,000 $160,233,000
NOTE: Total Costs include 40% for Engineering, Administration, MSHCP Fee and Contingencies.
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SECTION XI - CONCLUSIONS
Based on the studies and investigations made for this report, it is concluded that:
1. The Moreno Valley area has experienced serious flooding problems in the past. The fully implemented plan should, in conjunction with ultimate street improvements for the area within the boundaries of the Moreno MDP, contain the 100-year frequency flows and alleviate the primary sources of flooding.
2. The proposed plan addresses the denser development anticipated in the Moreno Valley area and provides network of drainage facilities which, when implemented, will provide adequate flood protection to the community as development continues.
3. The proposed MDP lends itself to a staged construction as funds become available.
4. The total cost of the recommended improvements, including right-of-way, engineering, environmental mitigation, administration, and contingencies is estimated to be $160,233,000.
SECTION XII - RECOMMENDATIONS
It is recommended that:
1. The Moreno Master Drainage Plan revision, as set forth herein, be adopted by the City of Moreno Valley and the District’s Board of Supervisors.
2. The revisions to the Moreno Master Drainage Plan, as set forth herein, replace the Master Drainage Plan adopted in April 1991.
3. The revision to the Moreno Master Drainage Plan, as set forth herein, be used as a guide for all the future developments in the study area and that such developments be required to conform to the Plan insofar as possible.
4. Right-of-way necessary for the implementation of the MDP be protected from encroachment.
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APPENDIX A
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ALTERNATIVES ANALYSIS
Alternatives Overview
Given that this Master Drainage Plan (MDP) update is essentially a refinement of the adopted Moreno MDP, a relatively narrow range of alternatives was considered. Nonetheless, several alternatives were developed and evaluated against the project objectives established by the District and the City of Moreno Valley. This section provides a brief description of the major components of each alternative and indicates preferred alternative.
Each description is supplemented with an exhibit in the appendix which displays the layout of facilities and basin locations.
It should also be noted that, while the MDP update w as being developed, the District and City mutually agreed that the existing Line F-2 storm drain facility, which is currently sized as a 10-year facility, would be reconstructed to provide 100-year flood capacity. Thus, the proposed reconstruction of Line F-2 was assumed to be a part of each alternative considered for the Moreno MDP Revision.
Alternative 1: This alternative consists of the same types of facilities and alignments as in the currently adopted Moreno MDP (Adopted MDP). Two detenti on basins are proposed along the Line F channel alignment: 1) Sinclair Basin just north of California State Route 60 (SR 60); and 2) Bay Avenue Basin located on the north side of Bay Avenue. In addition, Reche Canyon Debris Basin has been added to capture debris upstream of Line K. It should be noted that, similar to the Adopted MDP, this alternative proposes 1) concrete lining for all channel segments; and 2) makes use of the existing highway drainage culverts located under SR
60. See Exhibit 1 in the appendix for further detail.
Alternative 2a and 2b: The principal difference between these tw o alternatives and Alternative 1 is the realignment of proposed facilities upstream of SR 60 in an effort to maintain the current natural drainage patterns within the upper watershed. This was accomplished by realigning the mainline facilities, specifically Line A, to convey flows from the foothills southerly to the existing culverts at SR 60 instead of diverting flows into the proposed Sinclair Basin. Both of these alternatives propose Lines F, G, and K as earthen channels with rock-lined side slopes (unlined channels) in place of the concrete lined channels proposed in Alternative 1. Reche Canyon Debris Basin has been included to capture debris upstream of Line K.
Alternatives 2a and 2b differ from each other primarily in the size, number, and location of proposed detention basins. See Exhibit 2A and 2B for further detail.
Alternative 3: This alternative retains the major realignment of Line A, as proposed in Alternatives 2a and 2b, but proposes three detention basins downstream of SR 60 in place of the various basins proposed in Alternatives 2a and 2b. This option would require the upsizing the existing highway drainage culverts under SR 60 to convey the 100-year flows to the proposed basin locations. The three detention basins proposed in Alternative 3 are: 1) Brodiaea Basin along Line G just north of Brodiaea Avenue; 2) Fir Basin just south of SR 60 along Line G-7; and 3) Cactus Basin at the downstream end of proposed Line F. This alternative also proposes Lines F, G, and K as earthen channels with ro ck-lined side slopes in place of the concrete lined channels proposed in Alternative 1. Reche Canyon Debris Basin has been included to capture debris upstream of Line K. See Exhibit 3 for further detail.
Alternative 4 – Preferred Alternative: Similar to Alternatives 2a, 2b and 3, this alternative also calls for the realignment of proposed facilities upstream of SR 60 in an effort to maintain the current natural drainage patterns of the area. Alternative 4 proposes the implementation of three detention basins: 1) Quincy Basin located along Line A just north of the freeway; 2) Sinclair Basin located just north of SR 60 at the upstream
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end of Line F; and 3) Cactus Basin located at the c onfluence of Line F and Line F-2 just north of Cactus Avenue. Similar to Alternative 2a, 2b, and 3, this alternative also proposes Lines F, G and K as earthen channels with rock-lined side slopes in place of the concrete lined channels proposed in Alternative 1. Reche Canyon Debris Basin has been included to capture th e expected debris upstream of Line K, as well as Ironwood Debris Basin to capture expected debris upstream of Line C. See Exhibit 4 for further detail.
Comparing Alternatives: Total Project Footprint
Given that this MDP update is essentially a refinement of an adopted MDP, a relatively narrow range of alternatives was considered. One way of analyzing the potential for impacts or expected plan benefits is by comparing the overall project footprint of each alternative. In order to do so the following observations and assumptions were made:
1) Each of the four conceptual alternatives has the same drainage boundary and provides a similar level of flood protection.
2) The overall footprint of proposed lateral facilities is similar between the four alternatives. 3) In comparison to concrete lined channels, unlined channels provide greater infiltration potential. 4) In comparison to concrete lined channels, unlined channels will have larger footprints. 5) The principal difference between the four alternatives is the size, number, and location of proposed detention and debris basins.
6) The relative differences in project footprint for th e detention and debris basins may be used to develop comparative rankings of the alternatives against the project objectives.
A summary of the approximate total basin footprints is shown in Table 4.
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TABLE 4: Alternatives: Basin Footprint Summary
Moreno MDP Revision Alternatives: Approximate Basin Footprint Summary Basin Footprints
(Detention and Debris)
in acres Alternative Proposed Basin
1 Sinclair Basin* 28.5
Bay Basin* 36.8
Reche Canyon Debris Basin* 10.0
Total 75.3
2a
Sinclair Basin* 14.0
Bay Basin* 17.4
Redlands Basin* 6.0
Quincy Basin* 13.2
Brodiaea Basin* 11.3
Reche Canyon Debris Basin* 10.0
Total 71.9
2b
Highland Basin* 14.4
Bay Basin* 30.5
Ironwood Basin* 13.6
Eucalyptus Basin* 6.4
Reche Canyon Debris Basin* 10.0
Total 74.9
3 Brodiaea Basin* 10.5
Fir Basin* 28.3
Cactus Basin* 29.5
Reche Canyon Debris Basin* 10.0
Total 78.3
4 Sinclair Basin 25.0
Cactus Basin 21.7
Quincy Basin 22.5
Reche Canyon Debris Basin* 10.0
Ironwood Debris Basin* 3.1
Total 82.3
*Note: These basin footprint acreages have been adjusted by a factor 1.33 to account for additional right-of-way requirements (e.g., access road right-of-way, embankment slopes, property boundaries, basin grading, existing topography, spillway requirements, etc.) that were included in the more detailed footprint estimations developed for the Alternative 4 detention basins. The factor was based on comparisons of basin modeling methodologies for Alternative 4 and engineering judgment.
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Alternative Analysis
A decision matrix was developed in order to eval uate the alternatives against the project objectives established by the District and the City of Moreno Valley. Criteria for the matrix were selected to represent aspects of the project objectives which could be qualitatively evaluated between the alternatives. The matrix is shown in Table 5.
Criteria Descriptions:
1) Provide 100 Year Flood Protection: This criterion represents the ability of an alternative to provide 100 year flood protection in conjunction with ultimate street improvements.
2) Removal of FEMA mapped Special Flood Hazard Areas: This criterion represents the ability of an alternative to remove FEMA mapped Special Flood Hazard Areas within the drainage boundary.
3) Potential for Infiltration: This criterion represents the extent to which an alternative is able to promote infiltration of runoff back into the ground through the presence of basins and earthen bottomed channels.
4) Perpetuating Natural Drainage Course: This criterion represents the extent to which an alternative reduces the major diversion upstream of SR 60 proposed in the Adopted MDP.
5) Providing Noise Buffer for the Community: The basins located adjacent to SR 60 have the potential to serve as buffer zones for the noise generated by traffic on SR 60. This criterion represents the extent to which an alternative incorporates this benefit into its proposed basin locations.
6) Minimizing Potential Disturbances (Project Footprint): Alternatives with larger footprints were viewed as having a higher potential of environmental impacts during construction (e.g. air quality, disturbing natural habitats, cultural resources, etc...). This criterion represents the relative potential for such disturbances based upon a comparison of anticipated project footprints for each alternative.
7) Sediment/Debris Reduction: This criterion represents how well each alternative achieves the reduction of debris from watersheds with high debris producing potential. The prevention of debris and sediment at its source will remove the need to use bulking factors for design flow rates of downstream facilities and reduce the final size of the mainline facilities as well as improve water quality.
8) Ease of Maintenance: This criterion represents the relative amount of maintenance which can be expected of each alternative in regards to logistics and routine/non-routine maintenance.
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Scoring:
Each alternative was scored against the criteria according to the following schematic:
Alternatives were compared and assigned a score of 2 if their ability to satisfy a criterion is reasonably comparable to any other alternative.
Alternatives which satisfy a criterion more than those alternatives assigned a score of 2 were be assigned a score of 3.
Alternatives which satisfy a criterion less than t hose alternatives assigned a score of 2 were be assigned a score of 1.
All criteria was given a weight of 1.
The total sum of the criteria scores for each a lternative represents the overall ability of each alternative to satisfy the objectives of the MDP revision. Criteria for “Providing 100-year Flood Protection” and “Removal of FEMA Mapped Special Flood Hazard Areas” were included solely as reminders of key project objectives and were not scored according to the schematic described above.
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Score Range N/A N/A
More = 3
Comparable = 2
Less = 1
More = 3
Comparable = 2
Less = 1
More = 3
Comparable = 2
Less = 1
More = 3
Comparable = 2
Less = 1
More = 3
Comparable = 2
Less = 1
More = 3
Comparable = 2
Less = 1
MAX
18 Al
ternative1 YES YES 11 2 2 2 3 1 1
Alternative 2a YES YES 23 2 3 2 1 1 3
Alternative 2b YES YES 22 1 2 2 1 1 0
Alternative 3 YES YES 32 2 1 2 2 1 2
Alternative 4* YES YES 32 3 1 3 2 1 4
*Alternative 4 was selected as the preferred alternative and has received concurrance from the City of Moreno Valley.
Name
4) Perpetuating
the Natural
Drainage Course
1) Provide
100 Year
Flood
Protection
3) Potential for
Infiltration
5) Providing
Noise Buffer for
the Community
Totals8) Ease of
Maintainence
7) Sediment/Debris
Reduction
6) Project Footprint
(Potential
Disturbances)
2) Removal of
FEMA Mapped
Special Flood
Hazzard Areas
TABLE 5: Decision Matrix
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Criteria Scoring Discussion
1) Provide 100 Year Flood Protection:
Each alternative was developed to provide the same level of flood protection in conjunction with ultimate street improvements.
2) Removal of FEMA mapped Special Flood Hazard Areas:
Each alternative was developed to reduce fl ooding and allow the removal FEMA mapped Special Flood Hazard Areas within the drainage boundary.
3) Potential for Infiltration:
It was assumed that larger basin footprints and earthen channels in lieu of concrete channels would better facilitate the infiltration of runoff.
Alternatives were scored for this criterion based upon the estimated total basin footprint required for the full implementation of each alternative with the exception of Alternative 1 which automatically received a lower score (see next point for further details). Alternative 1, 2a and 2b all have comparable basin footprints; however, Alternative 1 proposes concrete lined channels (as in the Adopted MDP) and Alternatives 2a and 2b propose earthen bottom channels. Alternative 1 therefore has a lower poten tial for infiltration and received a score of 1.
Alternatives 2a and 2b both received a score of 2.
Alternatives 3 and 4 both received a score of 3 fo r having larger total basin footprints than Alternative 2a and 2b. Alternatives 3 and 4 also proposed earthen bottom channels.
4) Perpetuating Natural Drainage Course:
Alternatives 2b, 3, and 4 all include the realignment of facilities to reduce the major Line A diversion proposed in the Adopted MDP; however, all altern atives still include minor diversions primarily related to their proposed Line D alignments. Alternatives 2b, 3 and 4 received a score of 2. Alternative 1 received a score of 1 because it would maintain the Line A diversion proposed in the Adopted MDP.
Alternative 2a received a score of 3 because it mo st effectively removes the Line A diversion proposed in the Adopted MDP and minimizes diversions within the drainage area better than all other alternatives.
5) Providing Noise Buffer for the Community:
Alternatives 1, 2a, and 3 received a score of 2 because they all propose one basin to be located immediately adjacent to SR 60 and would provide the community with some buffer from the noise generated by the freeway.
Alternative 2b received a score of 1 because it proposes no basins immediately next to SR 60 and would not provide any noise buffer.
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Alternative 4 received a score of 3 because it proposes 2 basins to be located immediately next to SR 60 and would provide the most buffer area for the future residential communities.
6) Minimizing Potential Disturbances (Project Footprint):
Each alternative was scored based upon the relativ e differences between their anticipated project footprints.
The relative anticipated project footprints for each alternative were compared using approximate total basin footprint acreages (see previous Comparing Alternatives section). The largest difference between the largest and the smallest total basin footprint is approximately 15% (71.9 Ac. vs. 82.3 Ac.).
Alternative 1, 2a and 2b all have comparable basin footprints; however, Alternative 1 proposes concrete lined channels (as in the Adopted MDP) and Alternatives 2a and 2b propose earthen bottom channels. Alternative 1 therefore has a smaller anticipated project footprint, less potential for environmental impacts during construction, and received a score of 3. Alternatives 2a and 2b both received a score of 2.
Alternatives 3 and 4 both received a score of 1 for having the largest anticipated project footprints.
7) Sediment/Debris Reduction:
Alternatives 1, 2a, 2b, and 3 received a score of 2 because they propose Reche Canyon Debris Basin to capture debris and sediment from the watershed with the most debris producing potential. Alternative 4 received a score of 3 because it proposes Reche Canyon Debris Basin and Ironwood Debris basin to capture debris from the two watersheds with the most debris producing potential.
8) Ease of Maintenance:
Detention basins were assumed to require routine maintenance for mowing/weed abatement and erosion control.
Debris basins were assumed to require routine maintenance for sediment removal from the basins themselves while reducing the amount of sediment deposited in underground facilities. Earthen channels were assumed require routine maintenance for mowing/weed abatement. The complexity of scheduling for maintenance activities was expected to increase with the number of basins proposed in an alternative.
Alternative 1 received a score of 3 because it proposed the fewest basins which, when coupled with the proposed concrete lined channels, would require the least amount of routine maintenance of all four alternatives.
Alternatives 3 and 4 were viewed as comparable and received a score of 2 under this criterion.
Alternative 3 proposes 3 detention basins and 1 debris basin while Alternative 4 proposes 3 detention basins and 2 debris basins. While an additional debris basin in Alternative 4 may require additional maintenance on the basin itself it reduces the potential for downstream facilities to clog and require maintenance.
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Alternatives 2a and 2b received scores of 1 for proposing the largest number of basins. Alterative 2a proposes 5 detention basins and 1 debris basin and Alternative 2b proposes 4 detention basins and 1 debris basin.
Preferred Alternative
Table 5 shows the completed matrix with the total scores for each alternative. Based upon the evaluation, and as highlighted by the matrix, Alternative 4 best fits the objectives set forth for the project and was selected as the Preferred Alternative. Although the anticipated project footprint for Alternative 4 is slightly larger than the other alternatives, Alternative 4 would provide more opportunities for infiltration of runoff; it would provide a noise buffer for the surrounding community; and would reduce the amount of sediment and debris in the drainage system by capturing it at its source. Alternative 4 was discussed with City of Moreno Valley staff and they provided their concurrence with its selection as the Preferred Alternative.
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APPENDIX B
PROJECT LOCATION
60 CFS - ALLOCATED TO
OUR PROJECT
60 CFS - ALLOCATED TO
OUR PROJECT
TOTAL STUDY AREA FLOWS
ALLOCATED FOR THIS
PROJECT = 120 CFS
315 CFS
FLOWS
ENTERING LINE
FIRM MAP
PROJECT LOCATION
PROJECT LOCATION
REFERENCE PLANS
FOREBAY
FOREBAY
SAND
LOT 'D' LOT 'C'
LOT 'F'
LOT 'G'
LOT 'H'
LOT 'I'
LOT 'J'
LOT 'L'
LOT 'K'
LOT 'M'
WQ BASIN
STSTREET A
LAKEMEAD COURT
BAY AVE
ALESSANDRO BLVD.
BAY AVE
STREET N
STREET O
STREET M
STREET P
STREET L
STREET Q
STREET K
LOT 'B'L OT 'E'
LOT 'N' LOT 'O'
LENZEN STREET
LOT 'Q'
LOT 'P'
LOT 'A'
NA
SON ST
FOREBAY
FOREBAY
SAND
LOT 'D' LOT 'C'
LOT 'F'
LOT 'G'
LOT 'H'
LOT 'I'
LOT 'J'
LOT 'L'
LOT 'K'
LOT 'M'
WQ BASIN
STREET A
ALESSANDRO BLVD.
BAY AVE
STREET N
STREET O
STREET M
STREET P
STREET L
STREET Q
STREET K
LOT 'B'L OT 'E'
LOT 'N' LOT 'O'
LOT 'Q'
LOT 'P'
LOT 'A'
APPENDIX I
OFFSITE HYDROLOGY CALCULATIONS
OFFSITE HYDROLOGY MAP
1852.000
1638.000
1702.000
2/15/2024
SUNSET CROSSINGS
ENGINEERING CONSULTANTS
HYDROLOGY MAP
OFFSITE HYDROLOGY
EXHIBIT C
LEGEND
A
0.9 OFFSITE UNIT HYDROGRAPH
CALCULATIONS
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 09/29/23 File: AREAHUH1100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- AREA H
100-YR
1-HR
-------------------------------------------------------------------- Drainage Area = 20.48(Ac.) = 0.032 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 20.48(Ac.) = 0.032 Sq. Mi.
Length along longest watercourse = 1511.00(Ft.)
Length along longest watercourse measured to centroid = 672.00(Ft.) Length along longest watercourse = 0.286 Mi.
Length along longest watercourse measured to centroid = 0.127 Mi.
Difference in elevation = 36.50(Ft.)
Slope along watercourse = 127.5447 Ft./Mi.
Average Manning's 'N' = 0.030
Lag time = 0.081 Hr.
Lag time = 4.88 Min.
25% of lag time = 1.22 Min.
40% of lag time = 1.95 Min.
Unit time = 5.00 Min.
Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
20.48 0.49 10.04
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
20.48 1.20 24.58
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.490(In)
Area Averaged 100-Year Rainfall = 1.200(In)
Point rain (area averaged) = 1.200(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 1.200(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
20.480 78.00 0.000
Total Area Entered = 20.48(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
78.0 89.8 0.132 0.000 0.132 1.000 0.132 Sum (F) = 0.132
Area averaged mean soil loss (F) (In/Hr) = 0.132
Minimum soil loss rate ((In/Hr)) = 0.066
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5000 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 102.387 19.933 4.114 2 0.167 204.773 48.564 10.024 3 0.250 307.160 15.285 3.155 4 0.333 409.546 6.937 1.432 5 0.417 511.933 3.882 0.801 6 0.500 614.320 2.503 0.517 7 0.583 716.706 1.526 0.315 8 0.667 819.093 1.370 0.283 Sum = 100.000 Sum= 20.640
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 4.20 0.605 0.132 ( 0.544) 0.472 2 0.17 4.30 0.619 0.132 ( 0.557) 0.487 3 0.25 5.00 0.720 0.132 ( 0.648) 0.588 4 0.33 5.00 0.720 0.132 ( 0.648) 0.588 5 0.42 5.80 0.835 0.132 ( 0.752) 0.703 6 0.50 6.50 0.936 0.132 ( 0.842) 0.804 7 0.58 7.40 1.065 0.132 ( 0.959) 0.933 8 0.67 8.60 1.238 0.132 ( 1.114) 1.106 9 0.75 12.30 1.771 0.132 ( 1.594) 1.639 10 0.83 29.10 4.190 0.132 ( 3.771) 4.057 11 0.92 6.80 0.979 0.132 ( 0.881) 0.847 12 1.00 5.00 0.720 0.132 ( 0.648) 0.588 (Loss Rate Not Used)
Sum = 100.0 Sum = 12.8 Flood volume = Effective rainfall 1.07(In)
times area 20.5(Ac.)/[(In)/(Ft.)] = 1.8(Ac.Ft) Total soil loss = 0.13(In)
Total soil loss = 0.226(Ac.Ft)
Total rainfall = 1.20(In)
Flood volume = 79360.3 Cubic Feet
Total soil loss = 9834.0 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 52.483(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 15.0 30.0 45.0 60.0 ----------------------------------------------------------------------- 0+ 5 0.0134 1.94 VQ | | | | 0+10 0.0598 6.74 |V Q | | | | 0+15 0.1204 8.79 | V Q | | | | 0+20 0.1929 10.52 | V Q | | | | 0+25 0.2735 11.72 | VQ | | | | 0+30 0.3678 13.69 | VQ| | | | 0+35 0.4768 15.83 | Q | | | 0+40 0.6043 18.52 | | QV | | | 0+45 0.7636 23.12 | | QV | | | 0+50 1.0344 39.32 | | | V Q | | 0+55 1.3958 52.48 | | | V Q | 1+ 0 1.5879 27.89 | | Q | | V | 1+ 5 1.7035 16.78 | |Q | | V | 1+10 1.7571 7.78 | Q | | | V | 1+15 1.7877 4.45 | Q | | | V| 1+20 1.8060 2.65 |Q | | | V| 1+25 1.8178 1.72 |Q | | | V| 1+30 1.8207 0.42 Q | | | V| 1+35 1.8219 0.17 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 09/29/23 File: AREAI1100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- AREA I
100-YR
1-HR
-------------------------------------------------------------------- Drainage Area = 33.78(Ac.) = 0.053 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 33.78(Ac.) = 0.053 Sq. Mi.
Length along longest watercourse = 1804.00(Ft.)
Length along longest watercourse measured to centroid = 1018.00(Ft.) Length along longest watercourse = 0.342 Mi.
Length along longest watercourse measured to centroid = 0.193 Mi.
Difference in elevation = 212.00(Ft.)
Slope along watercourse = 620.4878 Ft./Mi.
Average Manning's 'N' = 0.030
Lag time = 0.075 Hr.
Lag time = 4.53 Min.
25% of lag time = 1.13 Min.
40% of lag time = 1.81 Min.
Unit time = 5.00 Min.
Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
33.78 0.49 16.55
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
33.78 1.20 40.54
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.490(In)
Area Averaged 100-Year Rainfall = 1.200(In)
Point rain (area averaged) = 1.200(In)
Areal adjustment factor = 99.97 %
Adjusted average point rain = 1.200(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
33.780 81.50 0.000
Total Area Entered = 33.78(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
81.5 91.9 0.105 0.000 0.105 1.000 0.105 Sum (F) = 0.105
Area averaged mean soil loss (F) (In/Hr) = 0.105
Minimum soil loss rate ((In/Hr)) = 0.053
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5000 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
Combination of 'S' Curves:
VALLEY 'S' Curve Percentage = 56.00
FOOTHILL 'S' Curve Percentage = 44.00
MOUNTAIN 'S' Curve Percentage = 0.00
DESERT 'S' Curve Percentage = -0.00
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 110.406 20.490 6.976 2 0.167 220.812 52.070 17.727 3 0.250 331.218 15.381 5.236 4 0.333 441.625 6.371 2.169 5 0.417 552.031 2.751 0.937 6 0.500 662.437 1.598 0.544 7 0.583 772.843 0.877 0.299 8 0.667 883.249 0.461 0.157 Sum = 100.000 Sum= 34.044
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 4.20 0.605 0.105 ( 0.544) 0.499 2 0.17 4.30 0.619 0.105 ( 0.557) 0.514 3 0.25 5.00 0.720 0.105 ( 0.648) 0.614 4 0.33 5.00 0.720 0.105 ( 0.648) 0.614 5 0.42 5.80 0.835 0.105 ( 0.751) 0.730 6 0.50 6.50 0.936 0.105 ( 0.842) 0.830 7 0.58 7.40 1.065 0.105 ( 0.959) 0.960 8 0.67 8.60 1.238 0.105 ( 1.114) 1.133 9 0.75 12.30 1.771 0.105 ( 1.594) 1.665 10 0.83 29.10 4.189 0.105 ( 3.770) 4.084 11 0.92 6.80 0.979 0.105 ( 0.881) 0.874 12 1.00 5.00 0.720 0.105 ( 0.648) 0.614 (Loss Rate Not Used)
Sum = 100.0 Sum = 13.1 Flood volume = Effective rainfall 1.09(In)
times area 33.8(Ac.)/[(In)/(Ft.)] = 3.1(Ac.Ft) Total soil loss = 0.11(In)
Total soil loss = 0.296(Ac.Ft)
Total rainfall = 1.20(In)
Flood volume = 134188.6 Cubic Feet
Total soil loss = 12912.0 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 91.376(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 25.0 50.0 75.0 100.0 ----------------------------------------------------------------------- 0+ 5 0.0240 3.48 VQ | | | | 0+10 0.1097 12.44 |V Q | | | | 0+15 0.2200 16.02 | V Q | | | | 0+20 0.3506 18.96 | V Q | | | | 0+25 0.4938 20.79 | V Q | | | | 0+30 0.6594 24.04 | VQ| | | | 0+35 0.8494 27.59 | |Q | | | 0+40 1.0698 32.01 | | QV | | | 0+45 1.3441 39.83 | | Q V | | | 0+50 1.8090 67.51 | | | V Q | | 0+55 2.4384 91.38 | | | |V Q | 1+ 0 2.7602 46.74 | | Q | | V | 1+ 5 2.9457 26.93 | Q | | V | 1+10 3.0169 10.34 | Q | | | V| 1+15 3.0517 5.05 | Q | | | V| 1+20 3.0692 2.53 |Q | | | V| 1+25 3.0777 1.24 Q | | | V| 1+30 3.0799 0.32 Q | | | V| 1+35 3.0805 0.10 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/02/23 File: MOVALTR32834OFFSITE1100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6094
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
---------------------------------------------------------------------
UNIT HYDROGRAPH
PROPOSED CONDITIONS
100-YR 1-HR
-------------------------------------------------------------------- Drainage Area = 23.83(Ac.) = 0.037 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment = 23.83(Ac.) = 0.037 Sq. Mi.
Length along longest watercourse = 1880.00(Ft.)
Length along longest watercourse measured to centroid = 1507.00(Ft.) Length along longest watercourse = 0.356 Mi.
Length along longest watercourse measured to centroid = 0.285 Mi.
Difference in elevation = 34.00(Ft.)
Slope along watercourse = 95.4894 Ft./Mi.
Average Manning's 'N' = 0.020
Lag time = 0.085 Hr.
Lag time = 5.08 Min.
25% of lag time = 1.27 Min.
40% of lag time = 2.03 Min.
Unit time = 5.00 Min.
Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
23.83 0.50 11.91
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]
23.83 1.20 28.60
AREA J
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.500(In)
Area Averaged 100-Year Rainfall = 1.200(In)
Point rain (area averaged) = 1.200(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 1.200(In)
Sub-Area Data:
Area(Ac.) Runoff Index Impervious %
23.830 56.00 0.500
Total Area Entered = 23.83(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
56.0 74.8 0.305 0.500 0.168 1.000 0.168 Sum (F) = 0.168
Area averaged mean soil loss (F) (In/Hr) = 0.168
Minimum soil loss rate ((In/Hr)) = 0.084
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.500
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5000 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 98.426 18.716 4.495 2 0.167 196.851 48.270 11.593 3 0.250 295.277 15.879 3.814 4 0.333 393.702 7.147 1.716 5 0.417 492.128 4.040 0.970 6 0.500 590.553 2.621 0.629 7 0.583 688.979 1.650 0.396 8 0.667 787.404 1.058 0.254 9 0.750 885.830 0.618 0.148 Sum = 100.000 Sum= 24.016
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 4.20 0.605 0.168 ( 0.302) 0.437 2 0.17 4.30 0.619 0.168 ( 0.310) 0.451 3 0.25 5.00 0.720 0.168 ( 0.360) 0.552 4 0.33 5.00 0.720 0.168 ( 0.360) 0.552 5 0.42 5.80 0.835 0.168 ( 0.418) 0.667 6 0.50 6.50 0.936 0.168 ( 0.468) 0.768 7 0.58 7.40 1.065 0.168 ( 0.533) 0.897 8 0.67 8.60 1.238 0.168 ( 0.619) 1.070 9 0.75 12.30 1.771 0.168 ( 0.885) 1.603 10 0.83 29.10 4.189 0.168 ( 2.095) 4.022 11 0.92 6.80 0.979 0.168 ( 0.489) 0.811 12 1.00 5.00 0.720 0.168 ( 0.360) 0.552 (Loss Rate Not Used)
Sum = 100.0 Sum = 12.4 Flood volume = Effective rainfall 1.03(In)
times area 23.8(Ac.)/[(In)/(Ft.)] = 2.0(Ac.Ft) Total soil loss = 0.17(In)
Total soil loss = 0.334(Ac.Ft)
Total rainfall = 1.20(In)
Flood volume = 89253.1 Cubic Feet
Total soil loss = 14528.0 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 60.087(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 17.5 35.0 52.5 70.0 ----------------------------------------------------------------------- 0+ 5 0.0135 1.96 VQ | | | | 0+10 0.0624 7.09 |V Q | | | | 0+15 0.1270 9.38 | V Q | | | | 0+20 0.2052 11.35 | V Q | | | | 0+25 0.2927 12.71 | V Q | | | | 0+30 0.3957 14.96 | VQ | | | | 0+35 0.5157 17.43 | QV | | | 0+40 0.6567 20.47 | |QV | | | 0+45 0.8341 25.76 | | Q V | | | 0+50 1.1364 43.89 | | | V Q | | 0+55 1.5502 60.09 | | | V Q | 1+ 0 1.7716 32.15 | | Q | | V | 1+ 5 1.9044 19.28 | |Q | | V | 1+10 1.9676 9.18 | Q | | | V | 1+15 2.0042 5.31 | Q | | | V| 1+20 2.0263 3.21 |Q | | | V| 1+25 2.0396 1.93 |Q | | | V| 1+30 2.0466 1.02 Q | | | V| 1+35 2.0484 0.26 Q | | | V| 1+40 2.0490 0.08 Q | | | V -----------------------------------------------------------------------
RECORD DRAWING USED FOR AREA K PEAK OUTLET FLOW RATE
BASIN PEAK
OUTLET FLOW
RATE FOR AREA K
BULKED FLOW & SEDIMENT VOLUME
CALCULATIONS
F-1
DEBRIS
General - Consideration of debr is loads carried by streams belo w mountain and foothill areas is essential in the planning and design of flood control works. Unfo rtunately, this is one of the least understood, and most often neglected areas of flood control engineering. Failure to provide either debris storage facilities , or additional hydraulic capacity fo r debris bulked flows, could seriously affect the performance of flood control structures dow nstream of mountain and foothill watersheds.
Criteria for debris basin design is usually based on providing storage capacity for debris generated by a single major flood event at the mi nimum. Additional (or in some cases less) capacity may be provided depending on the physical constraints of the site.
Some of the many factors which influence the debris production ch aracteristics of a particular drainage area are: the size and shape of the area; stee pness of the stream channels and tributary surfaces; a wide range of geological factors; type and quality of vegetative cover; the likelihood of fires over the watershed as may be indicated by the burn hist ory; and frequency of intense flood producing storms.
Little observational data is available in western Riverside County on debris production potential. The District operates a network of 12 dams and debris basins, however, most of these structures are relatively new, and the older structures are flood co ntrol dams located in relatively low debris production areas. Considerable info rmation has been gathered by the Los Angeles County Flood Control District (L ACFCD) on their large network of dams and debris basins.
Maximum single storm debris production rates as high as 120,000-cubic yards from a one square mile watershed, and single season rates as high as 150-percent of the maximum single storm rate, have been recorded on these basins. Debris production rates have been found to be inversely proportional to drainage area size , with watersheds smaller than one-square mile having the highest rates, and larger waters heds typically having lower rate s. Debris volumes carried by F-2
flowing streams which equal the clear water volume of the st ream (100-percent bulking) have also been recorded.
In the following paragraphs methods are discussed for estimating single major storm debris production rates, peak rate bulking factors, and av erage annual accumulation rates. It should be emphasized that this material is not recommende d as a basis for design, but is presented to make the engineer aware of some of the information th at is available, and some of the methods that have been commonly used in evaluating debris re lated problems in the Southern California area.
Until additional data is available for Riversid e County selection of design debris storage volumes, or peak bulking rates, should be made with extreme caution after a thorough evaluation of all available information.
Single Storm Debris Production - Single storm debris production estimates can be made using methods developed by LACFCD or the Los Angele s District Army Corps of Engineers (USCE).
The methods of both agencies are based on reco rds of debris flows in Los Angeles County, primarily on the coastal front of the San Gabriel Mountains. An enveloping curve based on these records, showing debris production potential in cubic ya rds per square mile per storm, is shown on Plate F-l. The enveloping curve can be used to make a quick "order of magnitude" estimate of debris potential of a waters hed based on maximum recorded debris flows during major floods in Southern California. The LACFCD and USCE methods which provide more refined empirical estimates of debris production based on physical wa tershed characteristics are discussed in the following paragraphs.
The LACFCD method is presented in a report titled "Debris Reduction Studies for Mountain Watersheds of Los Angeles County", dated 1959. An equation is presented to estimate debris production based on peak flow rate, condition of the vegetative cover, and "relief ratio", a measure of the relative steepness of a watershed.
F-3
The USCE method is presented in a report by Fred E. Tatum titled "A New Method of Estimating Debris-Storage Requirements for Debr is Basins", dated 1963. The USCE method is also often referred to as the Tatum method. In the USCE method a base maximum possible debris potential value for a one-square mile wate rshed is used. This base value is then reduced according to factors developed for: watershe d slope; "drainage density ", the total number of stream miles divided by the area; "hypsometric i ndex", the relative height at which the drainage area is divided into two equal parts; and the 3-hour design rainfall intensity. The resulting debris production rate is the yield for one square mile in the watershed assuming a recent 100-percent burn. It is then further adjusted to the actual size watershed being consid ered, and to account for the assumed number of years recovery from a total burn.
Burn history is an important factor in debris studies, as all other factors being equal, debris discharges from totally burn ed watersheds may be many times the rate for an unburned watershed. Average annual burn rates may vary considerably for watersheds in the District according to such factors as accessibility to the public, climate, topography, etc. Valuable information on historical fires can often be obtained from the U. S. Forest Service or California Division of Forestry for use in making debris studi es. Recovery from a total watershed burn has been found to take from 10 to 12 years. Typical designs assume 3 to 5 years recovery from a total burn for making estimates of design storm debris production since the probability of a design storm following a 100-percent burn of the en tire watershed is extremely remote. Debris production potential in per cent of the rate for a totally bu rned watershed, is given in the following tabulation for one through ten-year recovery periods.
Recovery time in years after total
watershed burn.
1 23456 7 8 91 0
Debris production rate in percent of the
rate for a totally burned watershed (Per
USCE Tatum Report)
100 35 22 15 11 7 5 4 3.5 3
0.22*135,000=29,700
F-4
Application of the LACFCD and USCE methods directly to basins in the District is questionable in light of signifi cant differences in geology betw een certain areas of western Riverside County, and the coastal slopes of the San Gabriel Mountains. An example is in the San Jacinto Mountains where debris flows on so me watersheds are anticipated to be much smaller than those in the San Gabriel Mountains, primarily due to the massive nature of the rock in the San Jacintos compared to the fractured nature of the San Gabriel formations. In such cases an evaluation of the geological conditions in the area under study, compared to conditions in areas where records are available, may lead to a reasonable estimate of debris potential. Such investigations should only be attempted by experienced professional engineers or geologists.
In some cases a detailed geological investig ation of debris cone deposits below a mountain watershed may yield important information on the size of historical debris flows.
Peak Bulking Rates- - Debris volumes equal to the clear water volume have been recorded during major floods in Los Ange les County. This is equivale nt to 100-percent bulking, or a bulking factor of 2. Since transport capacity increases with flow velocit y, it is conceivable that peak bulking rates may have been even high er during these events . LACFCD has proposed relating the peak bulking rate to debris production volume by assigni ng the maximum observed bulking factor of 2 to the maximum observe d single storm debris production rate of 120,000- cubic yards for a one-square mile area. The peak rate bulking factor would then be expressed by:
Fb = 1 + D
120,000
where:
D = Design storm debris production rate for the study watershed in cubic yards per square mile
F-5
To account for uncertainty LACFCD adds a factor of safety to this relationship for design purposes.
The peak bulking rate is applie d to the peak flow rate wh ere the entire drainage area contributes debris. Where portions of the waters hed are either nonproducti ve, or debris control structures reduce the quantities available for transport, the bulking factor is applied on a proportionate basis.
As discussed in the previous section app lication of this information should only be attempted after a thorough geologic analysis of the study area.
Average Annual Debris Production - Estimates of average annua l debris production rates are useful in evaluating the potential life expectancy of a basin before clean out is required. In many cases it may be most cost effective to provide additional storage above the single storm volume criteria, and extend the expected clean out interval required for maintenance of basin capacity.
A report titled "Factors Affecting Sedime nt Yield and Measures for the Reduction of Erosion and Sediment Yield" may be useful in estimating average annual debris production rates in the District, or in adjusting data from adj acent areas to conditions in Riverside County. This report dated October 1968, was de veloped for areas in the Pacific Southwest by the Water Management Subcommittee of the Pacific Southwest Inter-Agency Committee.
Based on long term records (30-years or mo re) from Los Angeles County, average annual debris production rates range fr om 700-cubic yards to 12,000-cubic yards per square mile for one-square mile watersheds in the San Gabriel M ountains. The average annual rate in these watersheds is approximately 6,450-cubic yards per square mile (about 4 acre-feet) for a one square mile watershed.
Average annual debris production rates in Ri verside County are generally believed to be lower than those experienced in the western San Gabriel Mountains. It may be possible to F-6
estimate average annual debris production rates for watersheds in Riverside County by using data developed in the Los Angeles area, and a ccounting for geologic and hydrologic differences.
As previously discussed such evaluations s hould be made only by competent engineers and geologists.
135,000
Fb = 1+ (29,700/120,000)
= 1.2475
AREA IN MILES = 0.472 (302 ACRES)
Q100 = 344.5 CFS
BULKED FACTOR = 1.2475
Q = 429.8 CFS (BULKED FLOWS)
SEDIMENT BASIN HYDRAULIC
CALCULATIONS
Project Description
Solve For Discharge
Input Data
Headwater Elevation 4.90 ft
Crest Elevation 0.00 ft
Tailwater Elevation 0.00 ft
Crest Surface Type Paved
Crest Breadth 1.00 ft
Crest Length 9.00 ft
Results
Discharge 301.35 ft³/s
Headwater Height Above Crest 4.90 ft
Tailwater Height Above Crest 0.00 ft
Weir Coefficient 3.09 US
Submergence Factor 1.00
Adjusted Weir Coefficient 3.09 US
Flow Area 44.10 ft²
Velocity 6.83 ft/s
Wetted Perimeter 18.80 ft
Top Width 9.00 ft
Worksheet for EXIST . HEADWALL ENTRANCE
2/20/2024 9:50:36 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of 1 Page
CAPACITY LIMITED
TO 67.4 CFS BY
THE EXISTING 36"
OPENING.
Project Description
Solve For Discharge
Input Data
Headwater Elevation 5.42 ft
Centroid Elevation 1.50 ft
Tailwater Elevation 0.00 ft
Discharge Coefficient 0.60
Diameter 3.00 ft
Results
Discharge 67.36 ft³/s
Headwater Height Above Centroid 3.92 ft
Tailwater Height Above Centroid -1.50 ft
Flow Area 7.07 ft²
Velocity 9.53 ft/s
Worksheet for EXISTI 1-36" OPENING
2/20/2024 9:50:49 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of 1 Page TOP OF BERM = 1642.0
ORIFICE INVERT = 1636.58
HEAD = 5.42'
Project Description
Solve For Headwater Elevation
Input Data
Discharge 323.00 ft³/s
Crest Elevation 0.00 ft
Tailwater Elevation 0.00 ft
Crest Surface Type Paved
Crest Breadth 1.00 ft
Crest Length 26.50 ft
Results
Headwater Elevation 2.50 ft
Headwater Height Above Crest 2.50 ft
Tailwater Height Above Crest 0.00 ft
Weir Coefficient 3.09 US
Submergence Factor 1.00
Adjusted Weir Coefficient 3.09 US
Flow Area 66.20 ft²
Velocity 4.88 ft/s
Wetted Perimeter 31.50 ft
Top Width 26.50 ft
Worksheet for PROP . HEADWALL ENTRANCE
2/20/2024 9:49:13 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of 1 Page
CAPACITY LIMITED
TO 191.1 CFS BY
THE 3 PROPOSED
36" OPENINGS.
Project Description
Solve For Discharge
Input Data
Headwater Elevation 5.25 ft
Centroid Elevation 1.50 ft
Tailwater Elevation 0.00 ft
Discharge Coefficient 0.60
Diameter 3.00 ft
Results
Discharge 65.88 ft³/s
Headwater Height Above Centroid 3.75 ft
Tailwater Height Above Centroid -1.50 ft
Flow Area 7.07 ft²
Velocity 9.32 ft/s
Worksheet for PROP 3-36" OPENINGS
2/20/2024 11:13:50 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of 1 Page TOP OF BERM = 1642.0
ORIFICE INVERT = 1636.75
HEAD = 5.25'
3 - OPENINGS
TOTAL CAPACITY = 197.7 CFS
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.03370 ft/ft
Diameter 3.00 ft
Discharge 88.40 ft³/s
Results
Normal Depth 1.89 ft
Flow Area 4.69 ft²
Wetted Perimeter 5.50 ft
Hydraulic Radius 0.85 ft
Top Width 2.90 ft
Critical Depth 2.84 ft
Percent Full 62.9 %
Critical Slope 0.01519 ft/ft
Velocity 18.86 ft/s
Velocity Head 5.53 ft
Specific Energy 7.42 ft
Froude Number 2.61
Maximum Discharge 131.70 ft³/s
Discharge Full 122.44 ft³/s
Slope Full 0.01757 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 62.95 %
Downstream Velocity Infinity ft/s
Worksheet for PROP 3 -36" RCP PIPE
2/20/2024 11:53:41 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of 1 Page 3 PIPES TOTAL,
TOTAL CAPACITY =265.2 CFS,
THUS ENOUGH CAPACITY IS
PROVIDED TO CONVEY 265.1
CFS TO THE PROPOSED
SEDIMENT BASIN
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 1.89 ft
Critical Depth 2.84 ft
Channel Slope 0.03370 ft/ft
Critical Slope 0.01519 ft/ft
Worksheet for PROP 3 -36" RCP PIPE
2/20/2024 11:53:41 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of 2 Page STREET A – HYDRAULIC CAPACITY
CALCULATIONS
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.03720 ft/ft
Discharge 164.70 ft³/s
Section Definitions
Station (ft) Elevation (ft)
0+00 0.72
0+11 0.50
0+11 0.00
0+13 0.16
0+33 0.56
0+53 0.16
0+55 0.00
0+55 0.50
0+66 0.72
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 0.72) (0+66, 0.72) 0.014
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.71 ft
Elevation Range 0.00 to 0.72 ft
Flow Area 18.67 ft²
Wetted Perimeter 65.94 ft
Worksheet for ST A - CAPACITY
2/20/2024 11:16:03 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of 1 Page
R/W ELEVATION
FLOW CONTAINED
WITHIN R/W
Results
Hydraulic Radius 0.28 ft
Top Width 64.91 ft
Normal Depth 0.71 ft
Critical Depth 1.00 ft
Critical Slope 0.00354 ft/ft
Velocity 8.82 ft/s
Velocity Head 1.21 ft
Specific Energy 1.92 ft
Froude Number 2.90
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.71 ft
Critical Depth 1.00 ft
Channel Slope 0.03720 ft/ft
Critical Slope 0.00354 ft/ft
Worksheet for ST A - CAPACITY
2/20/2024 11:16:03 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of 2 Page