Murrieta City Council
May 20, 2025

MULTI-FAMILY DEVELOPMENT
TENTATIVE TRACT MAP 38579

WHITEWOOD I DEVELOPMENT

CITY OF MURRIETTA

PRELIMINARY DRAINAGE REPORT

Prepared for:

Sancerra Management, LLC
2618 San Miguel Drive, Suite 1223
Newport Beach, CA 92660

May, 2024

Prepared by:

WILSON•MIKAMI•CORPORATION 9 CORPORATE PARK•SUITE 100•IRVINE•CA•92606 Phone: (949) 679-0090 Fax: (949) 679-0091

TABLE OF CONTENTS

I. Introduction
Project Description 1
Purpose 2
Methodology 2
Conclusion 2
Project Location Map Fig. 1
Project Soils Map Fig. 2
Drainage Exhibit Fig. 3

II. References

III. Appendices

 Existing Condition Rational Method Q10 and Q100 Hydrology

 Existing Condition Hydrology Map

 Proposed Condition Rational Method Q10 and Q100 Hydrology

 Proposed Condition Hydrology Map

 Unit Hydrograph and Flood Storage

 Underground Detention System Specifications

 City of Murrietta Off-site Storm Drain Improvement As-Built Plans

I. INTRODUCTION

A. PROJECT DESCRIPTION:

Sancerra Management, LLC is proposing the development of a 17.3 acre site within the City of Murrietta at Whtiewood Road and Clinton Keith Road, (Refer to Project Location Map, Figure 1). The site will consist of 41 buildings with a total of 243 attached townhome residential units, and a community center.

The existing project site is currently undeveloped with a small mix of rural outbuildings and graded dirt roads. The existing drainage pattern consists of two separate major drainage areas. The majority of the site drainages from the southwest corner to the north including two off-site drainage facilities outleting within the project boundary. A smaller portion of the site drains from west to east.

The two existing storm drain systems that currently surface outlet within the property have a combined projected 100-year flow of 158 cfs. The first is a 36” RCP designated as Line ‘B’ per the Street improvement plan for Meadowlark Road (now called Whitewood Road), City of Murrietta Project CIP no. 8448. Line ‘B’ (Q100=40 cfs) outlets at the southwest corner of the project (see reference as-built plans located in the Appendix). The other existing drainage facility is a 60” RCP designated as Line ‘D’ (Q100=118 cfs) and outlets at the northwest corner of the property. There are two existing oak tree groves that will be preserved in the ultimate condition.

Oak Tree Grove #1 is located at the northwest corner of the project at the existing outlet location of Line “D”. Oak Tree Grove #2 is near the existing low point and natural streambed outlet located at the northern property line.

Within the project, there will continue to be two major drainage areas.

Drainage Management Area (DMA) A, measuring 9.9 acres, collects the runoff from the north and west portions of the development and outlets at the existing streambed discharge point near the north property line. DMA B, measuring 7.9 acres, collects the runoff from the south and east portions of the development. In the existing condition, the majority of DMA B outlets onto an existing private residence along Arendt Road and surface drains to join an existing rock lines channel along Clinton Keith Road near the southeast corner of residence. In the proposed condition, the storm drain will discharge directly into this existing rock lined channel. There will be five proposed storm drain systems throughout the development as shown in Figure 3. Line “A” is an extension of the existing 60” Line “D” and will transport the off-site drainage through the project downstream of the preserved Oak Tree Grove #1 discharging at Oak Tree Grove #2 prior to exiting the site. Line “B” is an extension of the existing 36” Line “B”. The proposed pipeline joins the existing system at the southwest corner of the development and ultimately connects to Line “A”. The drainage from the west side units along Street “A’ and the west side of Street “A’ (tributary area of 3.1 ac) will connect to Line “B”. Line “C” will collect the remaining portion of drainage from DMA A (tributary area of 5.6 acres). An underground detention basin is proposed at the downstream end of Line “C” to mitigate any additional flows expected from the proposed improvements within DMA A such that the existing outlet and downstream dwellings are not overburdened. DMA B will be collected by two separate systems. Line “D” collects the drainage from the entry portion of Street “C” and Arendt Lane (tributary area of 1.8 acres) to ultimately discharge to the existing rock lined channel along Clinton Keith Road. Line “E” collects the drainage from the west and south portions of the project (tributary area of 6.1 acres) and ultimately connects to Line “D” near the lowpoint of Arendt Lane.

Prior to connecting to Line “D”, a second detention basin is proposed at the downstream end of Line “E” to mitigate any additional flows expected from the proposed improvements such that the existing downstream dwellings and channels are not overburdened.

B. PURPOSE:

This drainage report is intended to analyze the proposed drainage facilities associated with the project improvements and determine that the receiving facilities are not overburdened.

C. METHODOLOGY:

The hydrology was analyzed utilizing the Advanced Engineering Software (AES) package for Riverside County (RATSCX) (ref. 2). A rational method hydrology analysis was performed on both the existing and the proposed conditions for the 10 and 100-year storm events. The hydrologic soils group is classified as soil type D per Plate C-1.52 of the Riverside Hydrology Manual (ref 1). The storm volumes for both the existing and proposed conditions were analyzed utilizing the unit hydrograph module within the the CivilD Software program for Riverside County (ref 3.) The existing land condition is a mix of 90% of a vegetative coverage classified as Meadows Cienega (principal vegetation is a sod forming grass and bushes, fair coverage runoff index 84) and 10% barren graded land including the down slope adjacent Clinton Keith Rd and various trails and streambeds (runoff index 93) yielding a composite runoff index of 85. The proposed condition will be classified as urban runoff with a designated runoff index of 75. In the proposed condition DMA A has a total drainage area of 9.9 acres with an expected percentage imperviousness of 72%. The total area DMA B is 7.9 acres with an expected percentage imperviousness of 77%.

The drainage system shall be designed to ensure that runoff from a 2 or 10- year storm of a 24 hours duration under the developed condition is equal or less than the runoff under the existing condition of the same storm frequency. Any additional storm volume must be detained on site. A summary of the rational method peak flow rates and unit hydrograph storm volumes are outlined in the tables below.

Flow Rate Summary Table

EXISTING CONDITION
DMA
Q100
(CFS)
Tributary
Area
(AC)
Tc
(MIN)
10 YR-24 HR
STORM
VOLUME
(CF)
10 YR-24 HR
STORM
VOLUME
(AC-FT)
2 YR-24 HR
STORM
VOLUME
(CF)
2 YR-24 HR
STORM
VOLUME
(AC-FT)
A 26.7 12.3 14.9 50014 1.15 11251 0.26
B 12.6 5.1 12.5 20738 0.48 4665 0.11
TOTAL 17.4

Flow Rate Summary Table

PROPOSED CONDITION
DMA
Q100*
(CFS)
Tributary
Area
(AC)
Tc
(MIN)
10 YR-24 HR
STORM
VOLUME
(CF)
10 YR-24 HR
STORM
VOLUME
(AC-FT)
2 YR-24 HR
STORM
VOLUME
(CF)
2 YR-24 HR
STORM
VOLUME
(AC-FT)
A 16.1 9.9 10.4 82677 1.90 43727 1.00
B 9.0 7.9 6.1 69490 1.60 36958 0.85
TOTAL 17.8
Q100* is expected 100-year flow after routing through proposed detention basin

Volume Summary Table
DMA
Pre-Project
24-Hour
Storm
Volume
(CF)
Post-Project
24-Hour
Storm
Volume
(CF)
Required
Detention
(CF)
Required
Detention
(ac-ft)
A 50014 82677 32663 0.75
B 20738 69490 48752 1.12

Therefore, for DMA A, the additional 0.75 ac-ft (32663 CF) from the 10- year 24 hour storm must be detained prior to exiting the proposed development. For DMA B, the additional 1.12 ac-ft (48,752 CF) from the 10-year 24 hour storm must be detained prior to exiting the proposed development. The project proposes two separate underground detention systems. DMA A will route the required detention storm volume of 0.75 ac- ft through an ACF R-Tank underground detention system with a Pent configuration of 262 tanks, 83.46” height, varies in length and width yields a 5,315 cf volume at 95% void with a minimum footprint of 806 SF. The outlet configuration is a 6” pipe set at the base of the tank yielding a max water surface height of 4.76’ and the tank drains completely within 25 hours. This is adequate to detain the required storage volume of 32,663 cf (0.75 ac-ft). Using an orifice equation, the peak flow out of the basin will be 2.1 cfs.

DMA B will route the required detention storm volume 1.12 ac-ft through an ACF R-Tank underground detention system with a Pent configuration of 472 tanks, 83.46” height, varies in length and width yields a 9,585 cf volume at 95% void with a minimum footprint of 1451 SF. The outlet configuration is a 6” pipe set at the base of the tank yielding a max water surface height of 5.74’ and the tank drains completely within 25 hours. This is adequate to detain the required storage volume of 48,752 cf 1.12 ac-ft).

Using an orifice equation, the peak flow out of the basin will be 2.3 cfs.

The routing worksheet through the tank and calculations can be found in the Appendix of this report.

D. CONCLUSION:

These analyses and calculations confirm that the proposed storm drain system is adequate to transport the drainage to the underground detention system and the required storage is provided. Additionally, protection of onsite structures will be maintained for the 100-year storm event.

II. REFERENCES

1. Hydrology Manual, Riverside County Flood Control and Water Conservation District, April 1978.

2. Advanced Engineering Software (AES) RATSCX, 2016

3. CivilCADD/Civil Design (CivilD) Version 7.0, 2004

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III. APPENDICES

EXISTING CONDITION RATIONAL METHOD
10-YEAR HYDROLOGY

____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1557

Analysis prepared by:

Wilson Mikami, Inc
9 CORPORATE PARK, SUITE 100
IRVINE, CA 92606
(949) 679-0090

************************** DESCRIPTION OF STUDY ************************** * SCENARA DEVELOPMENT * * EXISTING CONDITION 10-YEAR HYDROLOGY RATIONAL METHOD * * BY KAM 051324 * **************************************************************************

FILE NAME: SENCARA.DAT
TIME/DATE OF STUDY: 08:14 05/13/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506
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

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 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00
UPSTREAM ELEVATION(FEET) = 1482.00
DOWNSTREAM ELEVATION(FEET) = 1469.00
ELEVATION DIFFERENCE(FEET) = 13.00
TC = 0.709*[( 250.00**3)/( 13.00)]**.2 = 11.665
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.190
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7482
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.61
TOTAL AREA(ACRES) = 0.98 TOTAL RUNOFF(CFS) = 1.61

**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1469.00 DOWNSTREAM(FEET) = 1461.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 231.00 CHANNEL SLOPE = 0.0325 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 6.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.067
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7407
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.97 AVERAGE FLOW DEPTH(FEET) = 0.39 TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 12.96
SUBAREA AREA(ACRES) = 1.48 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 3.87

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) = 3.25 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 481.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 12.96
RAINFALL INTENSITY(INCH/HR) = 2.07
TOTAL STREAM AREA(ACRES) = 2.46
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.87

**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 166.00
UPSTREAM ELEVATION(FEET) = 1492.00
DOWNSTREAM ELEVATION(FEET) = 1476.00
ELEVATION DIFFERENCE(FEET) = 16.00
TC = 0.709*[( 166.00**3)/( 16.00)]**.2 = 8.752
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.565
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7671
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.30
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.30

**************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 12.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1476.00 DOWNSTREAM(FEET) = 1461.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 875.00 CHANNEL SLOPE = 0.0166 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 8.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.768
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7192
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.14 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.72 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 8.46 Tc(MIN.) = 17.21
SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 1.94

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 12.00 = 1041.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 17.21
RAINFALL INTENSITY(INCH/HR) = 1.77
TOTAL STREAM AREA(ACRES) = 1.44
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.94

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.87 12.96 2.067 2.46
2 1.94 17.21 1.768 1.44

*********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.33 12.96 2.067
2 5.25 17.21 1.768

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 5.33 Tc(MIN.) = 12.96
TOTAL AREA(ACRES) = 3.9
LONGEST FLOWPATH FROM NODE 15.00 TO NODE 12.00 = 1041.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1461.50 DOWNSTREAM(FEET) = 1451.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 528.00 CHANNEL SLOPE = 0.0199 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 3.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.887
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7284
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.20 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.78 AVERAGE FLOW DEPTH(FEET) = 0.83 TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 15.29
SUBAREA AREA(ACRES) = 5.63 SUBAREA RUNOFF(CFS) = 7.74 TOTAL AREA(ACRES) = 9.5 PEAK FLOW RATE(CFS) = 13.07

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.95 FLOW VELOCITY(FEET/SEC.) = 4.15 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 13.00 = 1569.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.887
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7284
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) = 3.79 TOTAL AREA(ACRES) = 12.3 TOTAL RUNOFF(CFS) = 16.86 TC(MIN.) = 15.29

**************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 242.00
UPSTREAM ELEVATION(FEET) = 1490.00
DOWNSTREAM ELEVATION(FEET) = 1461.50
ELEVATION DIFFERENCE(FEET) = 28.50
TC = 0.709*[( 242.00**3)/( 28.50)]**.2 = 9.777
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.413
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7600
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.41
TOTAL AREA(ACRES) = 0.77 TOTAL RUNOFF(CFS) = 1.41

**************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1461.50 DOWNSTREAM(FEET) = 1423.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 680.00 CHANNEL SLOPE = 0.0566 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 6.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.078
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7414
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.03 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.71 AVERAGE FLOW DEPTH(FEET) = 0.37 TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = 12.83
SUBAREA AREA(ACRES) = 2.09 SUBAREA RUNOFF(CFS) = 3.22 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 4.63

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.43 FLOW VELOCITY(FEET/SEC.) = 4.17 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 922.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.078
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7414
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.77 SUBAREA RUNOFF(CFS) = 2.73 TOTAL AREA(ACRES) = 4.6 TOTAL RUNOFF(CFS) = 7.36 TC(MIN.) = 12.83

**************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.078
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7414
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 5.1 TOTAL RUNOFF(CFS) = 8.07 TC(MIN.) = 12.83

**************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1423.00 DOWNSTREAM(FEET) = 1404.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 326.00 CHANNEL SLOPE = 0.0583 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 13.000
MANNING'S FACTOR = 0.032 MAXIMUM DEPTH(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.962
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7338
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.87 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 14.24
SUBAREA AREA(ACRES) = 0.89 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 6.0 PEAK FLOW RATE(CFS) = 9.35

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 3.97 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 1248.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 14.24
RAINFALL INTENSITY(INCH/HR) = 1.96
TOTAL STREAM AREA(ACRES) = 5.98
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.35

**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 224.00
UPSTREAM ELEVATION(FEET) = 1475.00
DOWNSTREAM ELEVATION(FEET) = 1467.00
ELEVATION DIFFERENCE(FEET) = 8.00
TC = 0.533*[( 224.00**3)/( 8.00)]**.2 = 9.035
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.521
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7651
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.31
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.31

**************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1467.00 DOWNSTREAM(FEET) = 1435.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 861.00 CHANNEL SLOPE = 0.0372 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.032 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.978
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7349
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.93 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.87 AVERAGE FLOW DEPTH(FEET) = 0.40 TRAVEL TIME(MIN.) = 5.00 Tc(MIN.) = 14.04
SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 1.53

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.49 FLOW VELOCITY(FEET/SEC.) = 3.25 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 1085.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1431.50 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.39
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.53
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 14.13
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 1133.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 33.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1431.50 DOWNSTREAM(FEET) = 1404.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 318.00 CHANNEL SLOPE = 0.0865 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.032 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.888
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7285
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.73 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.63 AVERAGE FLOW DEPTH(FEET) = 0.43 TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 15.28
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 1.93

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) = 4.70 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 33.00 = 1451.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 15.28
RAINFALL INTENSITY(INCH/HR) = 1.89
TOTAL STREAM AREA(ACRES) = 1.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.35 14.24 1.962 5.98
2 1.93 15.28 1.888 1.29

*********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.15 14.24 1.962
2 10.92 15.28 1.888

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 11.15 Tc(MIN.) = 14.24
TOTAL AREA(ACRES) = 7.3
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 33.00 = 1451.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 7.3 TC(MIN.) = 14.24 PEAK FLOW RATE(CFS) = 11.15
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

EXISTING CONDITION RATIONAL METHOD
100-YEAR HYDROLOGY

____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1557

Analysis prepared by:

Wilson Mikami, Inc
9 CORPORATE PARK, SUITE 100
IRVINE, CA 92606
(949) 679-0090

************************** DESCRIPTION OF STUDY ************************** * SCENARA DEVELOPMENT * * EXISTING CONDITION 100-YEAR HYDROLOGY RATIONAL METHOD * * BY KAM 051324 * **************************************************************************

FILE NAME: SENCARA.DAT
TIME/DATE OF STUDY: 08:13 05/13/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496
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

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 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00
UPSTREAM ELEVATION(FEET) = 1482.00
DOWNSTREAM ELEVATION(FEET) = 1469.00
ELEVATION DIFFERENCE(FEET) = 13.00
TC = 0.709*[( 250.00**3)/( 13.00)]**.2 = 11.665
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.198
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7902
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.48
TOTAL AREA(ACRES) = 0.98 TOTAL RUNOFF(CFS) = 2.48

**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1469.00 DOWNSTREAM(FEET) = 1461.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 231.00 CHANNEL SLOPE = 0.0325 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 6.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.036
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7851
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.33 AVERAGE FLOW DEPTH(FEET) = 0.46 TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 12.82
SUBAREA AREA(ACRES) = 1.48 SUBAREA RUNOFF(CFS) = 3.53 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 6.00

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 FLOW VELOCITY(FEET/SEC.) = 3.65 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 481.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 12.82
RAINFALL INTENSITY(INCH/HR) = 3.04
TOTAL STREAM AREA(ACRES) = 2.46
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.00

**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 166.00
UPSTREAM ELEVATION(FEET) = 1492.00
DOWNSTREAM ELEVATION(FEET) = 1476.00
ELEVATION DIFFERENCE(FEET) = 16.00
TC = 0.709*[( 166.00**3)/( 16.00)]**.2 = 8.752
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.744
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8045
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.45
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.45

**************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 12.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1476.00 DOWNSTREAM(FEET) = 1461.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 875.00 CHANNEL SLOPE = 0.0166 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 8.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.665
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7714
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.80 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.95 AVERAGE FLOW DEPTH(FEET) = 0.34 TRAVEL TIME(MIN.) = 7.49 Tc(MIN.) = 16.25
SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 2.65 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 3.10

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 2.23 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 12.00 = 1041.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 16.25
RAINFALL INTENSITY(INCH/HR) = 2.67
TOTAL STREAM AREA(ACRES) = 1.44
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.10

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.00 12.82 3.036 2.46
2 3.10 16.25 2.665 1.44

*********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.45 12.82 3.036
2 8.38 16.25 2.665

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 8.45 Tc(MIN.) = 12.82
TOTAL AREA(ACRES) = 3.9
LONGEST FLOWPATH FROM NODE 15.00 TO NODE 12.00 = 1041.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1461.50 DOWNSTREAM(FEET) = 1451.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 528.00 CHANNEL SLOPE = 0.0199 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 3.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.796
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7766
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.57 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.26 AVERAGE FLOW DEPTH(FEET) = 0.99 TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 14.89
SUBAREA AREA(ACRES) = 5.63 SUBAREA RUNOFF(CFS) = 12.23 TOTAL AREA(ACRES) = 9.5 PEAK FLOW RATE(CFS) = 20.68

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 1.13 FLOW VELOCITY(FEET/SEC.) = 4.66 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 13.00 = 1569.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.796
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7766
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) = 5.99 TOTAL AREA(ACRES) = 12.3 TOTAL RUNOFF(CFS) = 26.67 TC(MIN.) = 14.89

**************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 242.00
UPSTREAM ELEVATION(FEET) = 1490.00
DOWNSTREAM ELEVATION(FEET) = 1461.50
ELEVATION DIFFERENCE(FEET) = 28.50
TC = 0.709*[( 242.00**3)/( 28.50)]**.2 = 9.777
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.523
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7992
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.17
TOTAL AREA(ACRES) = 0.77 TOTAL RUNOFF(CFS) = 2.17

**************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1461.50 DOWNSTREAM(FEET) = 1423.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 680.00 CHANNEL SLOPE = 0.0566 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 6.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.082
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7866
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.20 AVERAGE FLOW DEPTH(FEET) = 0.43 TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) = 12.47
SUBAREA AREA(ACRES) = 2.09 SUBAREA RUNOFF(CFS) = 5.07 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 7.24

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.51 FLOW VELOCITY(FEET/SEC.) = 4.67 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 922.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.082
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7866
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.77 SUBAREA RUNOFF(CFS) = 4.29 TOTAL AREA(ACRES) = 4.6 TOTAL RUNOFF(CFS) = 11.53 TC(MIN.) = 12.47

**************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.082
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7866
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 5.1 TOTAL RUNOFF(CFS) = 12.64 TC(MIN.) = 12.47

**************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1423.00 DOWNSTREAM(FEET) = 1404.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 326.00 CHANNEL SLOPE = 0.0583 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 13.000
MANNING'S FACTOR = 0.032 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.923
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7812
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.66 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.31 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 13.73
SUBAREA AREA(ACRES) = 0.89 SUBAREA RUNOFF(CFS) = 2.03 TOTAL AREA(ACRES) = 6.0 PEAK FLOW RATE(CFS) = 14.67

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.43 FLOW VELOCITY(FEET/SEC.) = 4.46 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 1248.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 13.73
RAINFALL INTENSITY(INCH/HR) = 2.92
TOTAL STREAM AREA(ACRES) = 5.98
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.67

**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 224.00
UPSTREAM ELEVATION(FEET) = 1475.00
DOWNSTREAM ELEVATION(FEET) = 1467.00
ELEVATION DIFFERENCE(FEET) = 8.00
TC = 0.533*[( 224.00**3)/( 8.00)]**.2 = 9.035
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.680
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8030
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.47
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.47

**************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1467.00 DOWNSTREAM(FEET) = 1435.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 861.00 CHANNEL SLOPE = 0.0372 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.032 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.949
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7821
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.20 AVERAGE FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = 4.48 Tc(MIN.) = 13.52
SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 2.41

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 FLOW VELOCITY(FEET/SEC.) = 3.62 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 1085.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1431.50 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.60
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.41
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 13.60
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 1133.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 33.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1431.50 DOWNSTREAM(FEET) = 1404.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 318.00 CHANNEL SLOPE = 0.0865 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.032 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.823
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7776
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.73 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.12 AVERAGE FLOW DEPTH(FEET) = 0.52 TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 14.64
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.05

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 5.28 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 33.00 = 1451.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 14.64
RAINFALL INTENSITY(INCH/HR) = 2.82
TOTAL STREAM AREA(ACRES) = 1.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.05

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 14.67 13.73 2.923 5.98
2 3.05 14.64 2.823 1.29

*********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 17.53 13.73 2.923
2 17.22 14.64 2.823

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 17.53 Tc(MIN.) = 13.73
TOTAL AREA(ACRES) = 7.3
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 33.00 = 1451.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 7.3 TC(MIN.) = 13.73 PEAK FLOW RATE(CFS) = 17.53
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

EXISTING CONDITION

HYDROLOGY MAP

CORPORATIONWILSON MIKAMI

PROPOSED CONDITION RATIONAL METHOD
10-YEAR HYDROLOGY

____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1557

Analysis prepared by:

Wilson Mikami, Inc
9 CORPORATE PARK, SUITE 100
IRVINE, CA 92606
(949) 679-0090

************************** DESCRIPTION OF STUDY ************************** * SANCERRA DEVELOPMENT CITY OF MURRIETTA * * PROPOSED CONDITION 10-YEAR HYDROLOGY RATIONAL METHOD * * BY KAM 051324 * **************************************************************************

FILE NAME: PRSAN.DAT
TIME/DATE OF STUDY: 08:44 05/13/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506
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

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 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00
UPSTREAM ELEVATION(FEET) = 1469.00
DOWNSTREAM ELEVATION(FEET) = 1466.30
ELEVATION DIFFERENCE(FEET) = 2.70
TC = 0.303*[( 260.00**3)/( 2.70)]**.2 = 6.987
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.904
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8881
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.83
TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.83

**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.904
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8582
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.27 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 2.10 TC(MIN.) = 6.99

**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1463.30 DOWNSTREAM(FEET) = 1461.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.55
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.10
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.02
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 285.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1461.50 DOWNSTREAM(FEET) = 1261.20 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 40.20
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.10
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.04
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 333.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 7.04
RAINFALL INTENSITY(INCH/HR) = 2.89
TOTAL STREAM AREA(ACRES) = 0.83
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.10

**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 349.00
UPSTREAM ELEVATION(FEET) = 1472.40
DOWNSTREAM ELEVATION(FEET) = 1466.90
ELEVATION DIFFERENCE(FEET) = 5.50
TC = 0.303*[( 349.00**3)/( 5.50)]**.2 = 7.231
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.849
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.14
TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.14

**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.849
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8575
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 2.61 TOTAL AREA(ACRES) = 1.5 TOTAL RUNOFF(CFS) = 3.75 TC(MIN.) = 7.23

**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1461.40 DOWNSTREAM(FEET) = 1461.20 FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.17
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.75
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.30
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 13.00 = 371.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 7.30
RAINFALL INTENSITY(INCH/HR) = 2.83
TOTAL STREAM AREA(ACRES) = 1.52
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.75

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.10 7.04 2.891 0.83
2 3.75 7.30 2.834 1.52

*********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.72 7.04 2.891
2 5.81 7.30 2.834

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 5.81 Tc(MIN.) = 7.30
TOTAL AREA(ACRES) = 2.3
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 13.00 = 371.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1461.20 DOWNSTREAM(FEET) = 1459.40 FLOW LENGTH(FEET) = 236.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.38
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.81
PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 8.03
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 16.00 = 607.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 8.03
RAINFALL INTENSITY(INCH/HR) = 2.69
TOTAL STREAM AREA(ACRES) = 2.35
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.81

**************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 173.00
UPSTREAM ELEVATION(FEET) = 1477.00
DOWNSTREAM ELEVATION(FEET) = 1465.00
ELEVATION DIFFERENCE(FEET) = 12.00
TC = 0.709*[( 173.00**3)/( 12.00)]**.2 = 9.503
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.451
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7619
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.82
TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 0.82

**************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1459.40 FLOW LENGTH(FEET) = 53.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.39
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.82
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 9.61
LONGEST FLOWPATH FROM NODE 17.00 TO NODE 16.00 = 226.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 9.61
RAINFALL INTENSITY(INCH/HR) = 2.44
TOTAL STREAM AREA(ACRES) = 0.44
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.82

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.81 8.03 2.689 2.35
2 0.82 9.61 2.437 0.44

*********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.49 8.03 2.689
2 6.08 9.61 2.437

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 6.49 Tc(MIN.) = 8.03
TOTAL AREA(ACRES) = 2.8
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 16.00 = 607.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 16.00 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) = 1459.40 DOWNSTREAM(FEET) = 1459.00 FLOW LENGTH(FEET) = 74.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.79
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.49
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 8.29
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 19.00 = 681.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.643
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 3.0 TOTAL RUNOFF(CFS) = 6.87 TC(MIN.) = 8.29

**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.643
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 3.1 TOTAL RUNOFF(CFS) = 7.13 TC(MIN.) = 8.29

**************************************************************************** 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) = 1459.00 DOWNSTREAM(FEET) = 1452.00 FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.32
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.13
PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 9.29
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 20.00 = 1121.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 60.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 578.00
UPSTREAM ELEVATION(FEET) = 1472.40
DOWNSTREAM ELEVATION(FEET) = 1463.50
ELEVATION DIFFERENCE(FEET) = 8.90
TC = 0.303*[( 578.00**3)/( 8.90)]**.2 = 8.889
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.543
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8866
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.79
TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 0.79

**************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.543
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8866
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.08 TC(MIN.) = 8.89

**************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.543
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8531
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 2.67 TC(MIN.) = 8.89

**************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1457.00 DOWNSTREAM(FEET) = 1454.70 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.49
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.67
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 9.06
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 21.00 = 653.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.517
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8527
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 3.68 TC(MIN.) = 9.06

**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1454.70 DOWNSTREAM(FEET) = 1453.60 FLOW LENGTH(FEET) = 97.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.36
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.68
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 9.36
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 22.00 = 750.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 9.36
RAINFALL INTENSITY(INCH/HR) = 2.47
TOTAL STREAM AREA(ACRES) = 1.68
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.68

**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 413.00
UPSTREAM ELEVATION(FEET) = 1467.50
DOWNSTREAM ELEVATION(FEET) = 1460.60
ELEVATION DIFFERENCE(FEET) = 6.90
TC = 0.303*[( 413.00**3)/( 6.90)]**.2 = 7.645
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.763
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8875
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.08
TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1.08

**************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.763
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8564
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 2.19 TC(MIN.) = 7.65

**************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1453.70 DOWNSTREAM(FEET) = 1453.60 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.35
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.19
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.69
LONGEST FLOWPATH FROM NODE 23.00 TO NODE 22.00 = 425.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 7.69
RAINFALL INTENSITY(INCH/HR) = 2.75
TOTAL STREAM AREA(ACRES) = 0.91
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.19

**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00
UPSTREAM ELEVATION(FEET) = 1464.00
DOWNSTREAM ELEVATION(FEET) = 1459.50
ELEVATION DIFFERENCE(FEET) = 4.50
TC = 0.303*[( 250.00**3)/( 4.50)]**.2 = 6.162
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.112
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.11
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.11

**************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.112
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8606
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 1.94 TC(MIN.) = 6.16

**************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1454.00 DOWNSTREAM(FEET) = 1453.60 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.64
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.94
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 6.49
LONGEST FLOWPATH FROM NODE 25.00 TO NODE 22.00 = 321.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 6.49
RAINFALL INTENSITY(INCH/HR) = 3.02
TOTAL STREAM AREA(ACRES) = 0.71
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.94

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.68 9.36 2.472 1.68
2 2.19 7.69 2.754 0.91
3 1.94 6.49 3.025 0.71

*********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.33 6.49 3.025
2 6.98 7.69 2.754
3 7.22 9.36 2.472

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 7.22 Tc(MIN.) = 9.36
TOTAL AREA(ACRES) = 3.3
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 22.00 = 750.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1453.60 DOWNSTREAM(FEET) = 1453.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.44
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.22
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 9.45
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 27.00 = 775.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.459
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8518
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 3.6 TOTAL RUNOFF(CFS) = 7.87 TC(MIN.) = 9.45

**************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1453.50 DOWNSTREAM(FEET) = 1452.60 FLOW LENGTH(FEET) = 183.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.91
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.87
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 10.07
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 28.00 = 958.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.374
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 3.8 TOTAL RUNOFF(CFS) = 8.23 TC(MIN.) = 10.07

**************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.374
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8503
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 4.1 TOTAL RUNOFF(CFS) = 8.82 TC(MIN.) = 10.07

**************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1452.60 DOWNSTREAM(FEET) = 1452.50 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.83
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.82
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.11
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 29.00 = 972.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 10.11
RAINFALL INTENSITY(INCH/HR) = 2.37
TOTAL STREAM AREA(ACRES) = 4.07
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.82

**************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 175.00
UPSTREAM ELEVATION(FEET) = 1471.00
DOWNSTREAM ELEVATION(FEET) = 1469.60
ELEVATION DIFFERENCE(FEET) = 1.40
TC = 0.303*[( 175.00**3)/( 1.40)]**.2 = 6.283
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.079
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8886
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.36
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.36

**************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.079
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8603
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.26 TC(MIN.) = 6.28

**************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1465.60 DOWNSTREAM(FEET) = 1460.40 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.22
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.26
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 6.45
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 33.00 = 265.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.036
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8598
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 1.75 TC(MIN.) = 6.45

**************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1460.40 DOWNSTREAM(FEET) = 1460.20 FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.27
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.75
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.53
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 34.00 = 287.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.014
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8884
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 2.13 TC(MIN.) = 6.53

**************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.014
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8884
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 3.65 TC(MIN.) = 6.53

**************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.014
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8595
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 4.15 TC(MIN.) = 6.53

**************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 29.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1460.20 DOWNSTREAM(FEET) = 1452.50 FLOW LENGTH(FEET) = 88.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.37
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.15
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.65
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 29.00 = 375.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.65
RAINFALL INTENSITY(INCH/HR) = 2.98
TOTAL STREAM AREA(ACRES) = 1.56
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.15

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 8.82 10.11 2.369 4.07
2 4.15 6.65 2.984 1.56

*********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.94 6.65 2.984
2 12.11 10.11 2.369

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 12.11 Tc(MIN.) = 10.11
TOTAL AREA(ACRES) = 5.6
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 29.00 = 972.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 10.00 RAIN INTENSITY(INCH/HOUR) = 2.38
TOTAL AREA(ACRES) = 5.60 TOTAL RUNOFF(CFS) = 2.10

**************************************************************************** FLOW PROCESS FROM NODE 29.00 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) = 1452.50 DOWNSTREAM(FEET) = 1452.00 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.79
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.10
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 10.16
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 20.00 = 1018.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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 2.10 10.16 2.363 5.60
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 20.00 = 1018.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 7.13 9.29 2.482 3.06
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 20.00 = 1121.00 FEET.

*********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.05 9.29 2.482
2 8.89 10.16 2.363

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 9.05 Tc(MIN.) = 9.29
TOTAL AREA(ACRES) = 8.7

**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.482
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8317
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) = 9.3 TOTAL RUNOFF(CFS) = 10.47 TC(MIN.) = 9.29

**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 80.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1452.00 DOWNSTREAM(FEET) = 1450.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 203.00 CHANNEL SLOPE = 0.0099 CHANNEL FLOW THRU SUBAREA(CFS) = 10.47
FLOW VELOCITY(FEET/SEC) = 2.51 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 10.64
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 80.00 = 1324.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.304
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7544
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 0.96 TOTAL AREA(ACRES) = 9.9 TOTAL RUNOFF(CFS) = 11.43 TC(MIN.) = 10.64

**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 442.00
UPSTREAM ELEVATION(FEET) = 1461.60
DOWNSTREAM ELEVATION(FEET) = 1455.90
ELEVATION DIFFERENCE(FEET) = 5.70
TC = 0.303*[( 442.00**3)/( 5.70)]**.2 = 8.273
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.646
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.94
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 0.94

**************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1450.40 DOWNSTREAM(FEET) = 1447.40 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.66
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.94
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 8.43
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 503.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 8.43
RAINFALL INTENSITY(INCH/HR) = 2.62
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.94

**************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 392.00
UPSTREAM ELEVATION(FEET) = 1460.20
DOWNSTREAM ELEVATION(FEET) = 1456.20
ELEVATION DIFFERENCE(FEET) = 4.00
TC = 0.303*[( 392.00**3)/( 4.00)]**.2 = 8.263
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.648
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.75
TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.75

**************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.648
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 0.96 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 1.71 TC(MIN.) = 8.26

**************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.648
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8547
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 3.19 TC(MIN.) = 8.26

**************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 42.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1449.70 DOWNSTREAM(FEET) = 1447.40 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.05
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.19
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.36
LONGEST FLOWPATH FROM NODE 43.00 TO NODE 42.00 = 443.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 8.36
RAINFALL INTENSITY(INCH/HR) = 2.63
TOTAL STREAM AREA(ACRES) = 1.38
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.19

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.94 8.43 2.619 0.40
2 3.19 8.36 2.631 1.38

*********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.12 8.36 2.631
2 4.11 8.43 2.619

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 4.12 Tc(MIN.) = 8.36
TOTAL AREA(ACRES) = 1.8
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 503.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 45.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1447.40 DOWNSTREAM(FEET) = 1446.90 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.47
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.12
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.43
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 45.00 = 533.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.618
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8543
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 5.15 TC(MIN.) = 8.43

**************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.618
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8543
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 2.7 TOTAL RUNOFF(CFS) = 6.22 TC(MIN.) = 8.43

**************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1446.90 DOWNSTREAM(FEET) = 1444.30 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.87
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.22
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 8.87
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 46.00 = 714.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 8.87
RAINFALL INTENSITY(INCH/HR) = 2.55
TOTAL STREAM AREA(ACRES) = 2.72
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.22

**************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 384.00
UPSTREAM ELEVATION(FEET) = 1456.40
DOWNSTREAM ELEVATION(FEET) = 1451.50
ELEVATION DIFFERENCE(FEET) = 4.90
TC = 0.303*[( 384.00**3)/( 4.90)]**.2 = 7.837
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.726
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8874
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.94
TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.94

**************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.726
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8558
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 2.02 TC(MIN.) = 7.84

**************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.726
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8558
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 2.81 TC(MIN.) = 7.84

**************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 46.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1445.00 DOWNSTREAM(FEET) = 1444.30 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.67
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.81
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.87
LONGEST FLOWPATH FROM NODE 47.00 TO NODE 46.00 = 400.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 7.87
RAINFALL INTENSITY(INCH/HR) = 2.72
TOTAL STREAM AREA(ACRES) = 1.19
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.81

**************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 49.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 528.00
UPSTREAM ELEVATION(FEET) = 1460.00
DOWNSTREAM ELEVATION(FEET) = 1451.50
ELEVATION DIFFERENCE(FEET) = 8.50
TC = 0.303*[( 528.00**3)/( 8.50)]**.2 = 8.497
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.607
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8869
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.76
TOTAL AREA(ACRES) = 0.76 TOTAL RUNOFF(CFS) = 1.76

**************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.607
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8541
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 2.78 TC(MIN.) = 8.50

**************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.607
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8541
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 3.72 TC(MIN.) = 8.50

**************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.607
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8541
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 4.87 TC(MIN.) = 8.50

**************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 46.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1445.00 DOWNSTREAM(FEET) = 1444.30 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.87
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.87
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.51
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 46.00 = 538.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 8.51
RAINFALL INTENSITY(INCH/HR) = 2.60
TOTAL STREAM AREA(ACRES) = 2.16
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.87

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.22 8.87 2.546 2.72
2 2.81 7.87 2.720 1.19
3 4.87 8.51 2.605 2.16

*********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 12.83 7.87 2.720
2 13.53 8.51 2.605
3 13.61 8.87 2.546

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 13.61 Tc(MIN.) = 8.87
TOTAL AREA(ACRES) = 6.1
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 46.00 = 714.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 70.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1444.30 DOWNSTREAM(FEET) = 1444.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.04
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.61
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 9.01
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 70.00 = 764.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 8.80 RAIN INTENSITY(INCH/HOUR) = 2.56
TOTAL AREA(ACRES) = 6.10 TOTAL RUNOFF(CFS) = 2.30

**************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 48.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1444.00 DOWNSTREAM(FEET) = 1420.20 FLOW LENGTH(FEET) = 69.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.19
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.30
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.87
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 48.00 = 833.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 8.87
RAINFALL INTENSITY(INCH/HR) = 2.55
TOTAL STREAM AREA(ACRES) = 6.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.30

**************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 305.00
UPSTREAM ELEVATION(FEET) = 1460.00
DOWNSTREAM ELEVATION(FEET) = 1433.10
ELEVATION DIFFERENCE(FEET) = 26.90
TC = 0.303*[( 305.00**3)/( 26.90)]**.2 = 4.855
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8898
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.43
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.43

**************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7984
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 0.80 TC(MIN.) = 5.00

**************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1427.20 DOWNSTREAM(FEET) = 1427.00 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.18
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.80
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 5.05
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 318.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.471
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8898
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.57 TC(MIN.) = 5.05

**************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.471
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7979
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 2.26 TC(MIN.) = 5.05

**************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1420.30 FLOW LENGTH(FEET) = 339.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.09
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.26
PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 5.98
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 657.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.164
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8889
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 3.41 TC(MIN.) = 5.98

**************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.164
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7891
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 4.36 TC(MIN.) = 5.98

**************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.164
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8889
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 5.07 TC(MIN.) = 5.98

**************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 48.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1420.30 DOWNSTREAM(FEET) = 1420.10 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.35
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.07
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 6.14
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 48.00 = 699.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.14
RAINFALL INTENSITY(INCH/HR) = 3.12
TOTAL STREAM AREA(ACRES) = 1.81
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.30 8.87 2.547 6.10
2 5.07 6.14 3.118 1.81

*********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.66 6.14 3.118
2 6.44 8.87 2.547

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 6.66 Tc(MIN.) = 6.14
TOTAL AREA(ACRES) = 7.9
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 48.00 = 833.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1420.10 DOWNSTREAM(FEET) = 1418.20 FLOW LENGTH(FEET) = 289.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.22
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.66
PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 7.06
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 49.00 = 1122.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1418.20 DOWNSTREAM(FEET) = 1404.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 211.00 CHANNEL SLOPE = 0.0673 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.752
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7749
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.99 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.51 AVERAGE FLOW DEPTH(FEET) = 0.80 TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 7.70
SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 8.2 PEAK FLOW RATE(CFS) = 7.32

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.81 FLOW VELOCITY(FEET/SEC.) = 5.56 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 50.00 = 1333.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.752
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7749
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 9.1 TOTAL RUNOFF(CFS) = 9.18 TC(MIN.) = 7.70
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 9.1 TC(MIN.) = 7.70 PEAK FLOW RATE(CFS) = 9.18
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

PROPOSED CONDITION RATIONAL METHOD
100-YEAR HYDROLOGY

PROPOSED CONDITION

HYDROLOGY MAP

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CORPORATIONWILSON MIKAMI

UNIT HYDROGRAPH

EXISTING CONDITION

10-YEAR 24-HOUR STORM EVENT

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 - 2018, Version 9.0 Study date 11/26/23 File: exwwa12410.out

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6615

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

---------------------------------------------------------------------

WHITEWOOD I DEVELOPMENT

EXISTING CONDITION
DMA A 10-YR 24-HOUR STORM EVENT
BY KAM 121823

-------------------------------------------------------------------- Drainage Area = 12.30(Ac.) = 0.019 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 12.30(Ac.) = 0.019 Sq. Mi.

USER Entry of lag time in hours
Lag time = 0.149 Hr.

Lag time = 8.94 Min.
25% of lag time = 2.23 Min.
40% of lag time = 3.58 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]

12.30 1.80 22.14

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

12.30 5.40 66.42

STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 1.800(In)
Area Averaged 100-Year Rainfall = 5.400(In)

Point rain (area averaged) = 3.281(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 3.281(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

12.300 85.00 0.050
Total Area Entered = 12.30(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

85.0 85.0 0.187 0.050 0.179 1.000 0.179 Sum (F) = 0.179
Area averaged mean soil loss (F) (In/Hr) = 0.179
Minimum soil loss rate ((In/Hr)) = 0.089
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.860
---------------------------------------------------------------------

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 55.928 7.318 0.907 2 0.167 111.857 30.956 3.837 3 0.250 167.785 27.793 3.445 4 0.333 223.714 11.153 1.383 5 0.417 279.642 6.350 0.787 6 0.500 335.570 4.342 0.538 7 0.583 391.499 3.154 0.391 8 0.667 447.427 2.249 0.279 9 0.750 503.356 1.746 0.216 10 0.833 559.284 1.425 0.177 11 0.917 615.213 1.076 0.133 12 1.000 671.141 0.826 0.102 13 1.083 727.069 0.603 0.075 14 1.167 782.998 0.559 0.069 15 1.250 838.926 0.450 0.056 Sum = 100.000 Sum= 12.396
-----------------------------------------------------------------------

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 0.026 ( 0.317) 0.023 0.004 2 0.17 0.07 0.026 ( 0.315) 0.023 0.004 3 0.25 0.07 0.026 ( 0.314) 0.023 0.004 4 0.33 0.10 0.039 ( 0.313) 0.034 0.006 5 0.42 0.10 0.039 ( 0.312) 0.034 0.006 6 0.50 0.10 0.039 ( 0.310) 0.034 0.006 7 0.58 0.10 0.039 ( 0.309) 0.034 0.006 8 0.67 0.10 0.039 ( 0.308) 0.034 0.006 9 0.75 0.10 0.039 ( 0.307) 0.034 0.006 10 0.83 0.13 0.052 ( 0.306) 0.045 0.007 11 0.92 0.13 0.052 ( 0.304) 0.045 0.007 12 1.00 0.13 0.052 ( 0.303) 0.045 0.007 13 1.08 0.10 0.039 ( 0.302) 0.034 0.006 14 1.17 0.10 0.039 ( 0.301) 0.034 0.006 15 1.25 0.10 0.039 ( 0.300) 0.034 0.006 16 1.33 0.10 0.039 ( 0.298) 0.034 0.006 17 1.42 0.10 0.039 ( 0.297) 0.034 0.006 18 1.50 0.10 0.039 ( 0.296) 0.034 0.006 19 1.58 0.10 0.039 ( 0.295) 0.034 0.006 20 1.67 0.10 0.039 ( 0.294) 0.034 0.006 21 1.75 0.10 0.039 ( 0.293) 0.034 0.006 22 1.83 0.13 0.052 ( 0.291) 0.045 0.007 23 1.92 0.13 0.052 ( 0.290) 0.045 0.007 24 2.00 0.13 0.052 ( 0.289) 0.045 0.007 25 2.08 0.13 0.052 ( 0.288) 0.045 0.007 26 2.17 0.13 0.052 ( 0.287) 0.045 0.007 27 2.25 0.13 0.052 ( 0.286) 0.045 0.007 28 2.33 0.13 0.052 ( 0.284) 0.045 0.007 29 2.42 0.13 0.052 ( 0.283) 0.045 0.007 30 2.50 0.13 0.052 ( 0.282) 0.045 0.007 31 2.58 0.17 0.066 ( 0.281) 0.056 0.009 32 2.67 0.17 0.066 ( 0.280) 0.056 0.009 33 2.75 0.17 0.066 ( 0.279) 0.056 0.009 34 2.83 0.17 0.066 ( 0.277) 0.056 0.009 35 2.92 0.17 0.066 ( 0.276) 0.056 0.009 36 3.00 0.17 0.066 ( 0.275) 0.056 0.009 37 3.08 0.17 0.066 ( 0.274) 0.056 0.009 38 3.17 0.17 0.066 ( 0.273) 0.056 0.009 39 3.25 0.17 0.066 ( 0.272) 0.056 0.009 40 3.33 0.17 0.066 ( 0.271) 0.056 0.009 41 3.42 0.17 0.066 ( 0.269) 0.056 0.009 42 3.50 0.17 0.066 ( 0.268) 0.056 0.009 43 3.58 0.17 0.066 ( 0.267) 0.056 0.009 44 3.67 0.17 0.066 ( 0.266) 0.056 0.009 45 3.75 0.17 0.066 ( 0.265) 0.056 0.009 46 3.83 0.20 0.079 ( 0.264) 0.068 0.011 47 3.92 0.20 0.079 ( 0.263) 0.068 0.011 48 4.00 0.20 0.079 ( 0.262) 0.068 0.011 49 4.08 0.20 0.079 ( 0.261) 0.068 0.011 50 4.17 0.20 0.079 ( 0.259) 0.068 0.011 51 4.25 0.20 0.079 ( 0.258) 0.068 0.011 52 4.33 0.23 0.092 ( 0.257) 0.079 0.013 53 4.42 0.23 0.092 ( 0.256) 0.079 0.013 54 4.50 0.23 0.092 ( 0.255) 0.079 0.013 55 4.58 0.23 0.092 ( 0.254) 0.079 0.013 56 4.67 0.23 0.092 ( 0.253) 0.079 0.013 57 4.75 0.23 0.092 ( 0.252) 0.079 0.013 58 4.83 0.27 0.105 ( 0.251) 0.090 0.015 59 4.92 0.27 0.105 ( 0.250) 0.090 0.015 60 5.00 0.27 0.105 ( 0.249) 0.090 0.015 61 5.08 0.20 0.079 ( 0.247) 0.068 0.011 62 5.17 0.20 0.079 ( 0.246) 0.068 0.011 63 5.25 0.20 0.079 ( 0.245) 0.068 0.011 64 5.33 0.23 0.092 ( 0.244) 0.079 0.013 65 5.42 0.23 0.092 ( 0.243) 0.079 0.013 66 5.50 0.23 0.092 ( 0.242) 0.079 0.013 67 5.58 0.27 0.105 ( 0.241) 0.090 0.015 68 5.67 0.27 0.105 ( 0.240) 0.090 0.015 69 5.75 0.27 0.105 ( 0.239) 0.090 0.015 70 5.83 0.27 0.105 ( 0.238) 0.090 0.015 71 5.92 0.27 0.105 ( 0.237) 0.090 0.015 72 6.00 0.27 0.105 ( 0.236) 0.090 0.015 73 6.08 0.30 0.118 ( 0.235) 0.102 0.017 74 6.17 0.30 0.118 ( 0.234) 0.102 0.017 75 6.25 0.30 0.118 ( 0.233) 0.102 0.017 76 6.33 0.30 0.118 ( 0.232) 0.102 0.017 77 6.42 0.30 0.118 ( 0.231) 0.102 0.017 78 6.50 0.30 0.118 ( 0.229) 0.102 0.017 79 6.58 0.33 0.131 ( 0.228) 0.113 0.018 80 6.67 0.33 0.131 ( 0.227) 0.113 0.018 81 6.75 0.33 0.131 ( 0.226) 0.113 0.018 82 6.83 0.33 0.131 ( 0.225) 0.113 0.018 83 6.92 0.33 0.131 ( 0.224) 0.113 0.018 84 7.00 0.33 0.131 ( 0.223) 0.113 0.018 85 7.08 0.33 0.131 ( 0.222) 0.113 0.018 86 7.17 0.33 0.131 ( 0.221) 0.113 0.018 87 7.25 0.33 0.131 ( 0.220) 0.113 0.018 88 7.33 0.37 0.144 ( 0.219) 0.124 0.020 89 7.42 0.37 0.144 ( 0.218) 0.124 0.020 90 7.50 0.37 0.144 ( 0.217) 0.124 0.020 91 7.58 0.40 0.157 ( 0.216) 0.135 0.022 92 7.67 0.40 0.157 ( 0.215) 0.135 0.022 93 7.75 0.40 0.157 ( 0.214) 0.135 0.022 94 7.83 0.43 0.171 ( 0.213) 0.147 0.024 95 7.92 0.43 0.171 ( 0.212) 0.147 0.024 96 8.00 0.43 0.171 ( 0.211) 0.147 0.024 97 8.08 0.50 0.197 ( 0.210) 0.169 0.028 98 8.17 0.50 0.197 ( 0.209) 0.169 0.028 99 8.25 0.50 0.197 ( 0.208) 0.169 0.028 100 8.33 0.50 0.197 ( 0.207) 0.169 0.028 101 8.42 0.50 0.197 ( 0.206) 0.169 0.028 102 8.50 0.50 0.197 ( 0.206) 0.169 0.028 103 8.58 0.53 0.210 ( 0.205) 0.181 0.029 104 8.67 0.53 0.210 ( 0.204) 0.181 0.029 105 8.75 0.53 0.210 ( 0.203) 0.181 0.029 106 8.83 0.57 0.223 ( 0.202) 0.192 0.031 107 8.92 0.57 0.223 ( 0.201) 0.192 0.031 108 9.00 0.57 0.223 ( 0.200) 0.192 0.031 109 9.08 0.63 0.249 0.199 ( 0.214) 0.051 110 9.17 0.63 0.249 0.198 ( 0.214) 0.051 111 9.25 0.63 0.249 0.197 ( 0.214) 0.052 112 9.33 0.67 0.262 0.196 ( 0.226) 0.066 113 9.42 0.67 0.262 0.195 ( 0.226) 0.067 114 9.50 0.67 0.262 0.194 ( 0.226) 0.068 115 9.58 0.70 0.276 0.193 ( 0.237) 0.082 116 9.67 0.70 0.276 0.192 ( 0.237) 0.083 117 9.75 0.70 0.276 0.191 ( 0.237) 0.084 118 9.83 0.73 0.289 0.190 ( 0.248) 0.098 119 9.92 0.73 0.289 0.190 ( 0.248) 0.099 120 10.00 0.73 0.289 0.189 ( 0.248) 0.100 121 10.08 0.50 0.197 ( 0.188) 0.169 0.028 122 10.17 0.50 0.197 ( 0.187) 0.169 0.028 123 10.25 0.50 0.197 ( 0.186) 0.169 0.028 124 10.33 0.50 0.197 ( 0.185) 0.169 0.028 125 10.42 0.50 0.197 ( 0.184) 0.169 0.028 126 10.50 0.50 0.197 ( 0.183) 0.169 0.028 127 10.58 0.67 0.262 0.182 ( 0.226) 0.080 128 10.67 0.67 0.262 0.181 ( 0.226) 0.081 129 10.75 0.67 0.262 0.180 ( 0.226) 0.082 130 10.83 0.67 0.262 0.180 ( 0.226) 0.083 131 10.92 0.67 0.262 0.179 ( 0.226) 0.084 132 11.00 0.67 0.262 0.178 ( 0.226) 0.085 133 11.08 0.63 0.249 0.177 ( 0.214) 0.072 134 11.17 0.63 0.249 0.176 ( 0.214) 0.073 135 11.25 0.63 0.249 0.175 ( 0.214) 0.074 136 11.33 0.63 0.249 0.174 ( 0.214) 0.075 137 11.42 0.63 0.249 0.173 ( 0.214) 0.076 138 11.50 0.63 0.249 0.173 ( 0.214) 0.077 139 11.58 0.57 0.223 0.172 ( 0.192) 0.051 140 11.67 0.57 0.223 0.171 ( 0.192) 0.052 141 11.75 0.57 0.223 0.170 ( 0.192) 0.053 142 11.83 0.60 0.236 0.169 ( 0.203) 0.067 143 11.92 0.60 0.236 0.168 ( 0.203) 0.068 144 12.00 0.60 0.236 0.168 ( 0.203) 0.069 145 12.08 0.83 0.328 0.167 ( 0.282) 0.161 146 12.17 0.83 0.328 0.166 ( 0.282) 0.162 147 12.25 0.83 0.328 0.165 ( 0.282) 0.163 148 12.33 0.87 0.341 0.164 ( 0.293) 0.177 149 12.42 0.87 0.341 0.163 ( 0.293) 0.178 150 12.50 0.87 0.341 0.163 ( 0.293) 0.179 151 12.58 0.93 0.367 0.162 ( 0.316) 0.206 152 12.67 0.93 0.367 0.161 ( 0.316) 0.207 153 12.75 0.93 0.367 0.160 ( 0.316) 0.207 154 12.83 0.97 0.381 0.159 ( 0.327) 0.221 155 12.92 0.97 0.381 0.159 ( 0.327) 0.222 156 13.00 0.97 0.381 0.158 ( 0.327) 0.223 157 13.08 1.13 0.446 0.157 ( 0.384) 0.289 158 13.17 1.13 0.446 0.156 ( 0.384) 0.290 159 13.25 1.13 0.446 0.155 ( 0.384) 0.291 160 13.33 1.13 0.446 0.155 ( 0.384) 0.292 161 13.42 1.13 0.446 0.154 ( 0.384) 0.292 162 13.50 1.13 0.446 0.153 ( 0.384) 0.293 163 13.58 0.77 0.302 0.152 ( 0.260) 0.150 164 13.67 0.77 0.302 0.151 ( 0.260) 0.150 165 13.75 0.77 0.302 0.151 ( 0.260) 0.151 166 13.83 0.77 0.302 0.150 ( 0.260) 0.152 167 13.92 0.77 0.302 0.149 ( 0.260) 0.153 168 14.00 0.77 0.302 0.148 ( 0.260) 0.154 169 14.08 0.90 0.354 0.148 ( 0.305) 0.207 170 14.17 0.90 0.354 0.147 ( 0.305) 0.208 171 14.25 0.90 0.354 0.146 ( 0.305) 0.208 172 14.33 0.87 0.341 0.145 ( 0.293) 0.196 173 14.42 0.87 0.341 0.145 ( 0.293) 0.197 174 14.50 0.87 0.341 0.144 ( 0.293) 0.197 175 14.58 0.87 0.341 0.143 ( 0.293) 0.198 176 14.67 0.87 0.341 0.142 ( 0.293) 0.199 177 14.75 0.87 0.341 0.142 ( 0.293) 0.200 178 14.83 0.83 0.328 0.141 ( 0.282) 0.187 179 14.92 0.83 0.328 0.140 ( 0.282) 0.188 180 15.00 0.83 0.328 0.139 ( 0.282) 0.189 181 15.08 0.80 0.315 0.139 ( 0.271) 0.176 182 15.17 0.80 0.315 0.138 ( 0.271) 0.177 183 15.25 0.80 0.315 0.137 ( 0.271) 0.178 184 15.33 0.77 0.302 0.137 ( 0.260) 0.165 185 15.42 0.77 0.302 0.136 ( 0.260) 0.166 186 15.50 0.77 0.302 0.135 ( 0.260) 0.167 187 15.58 0.63 0.249 0.135 ( 0.214) 0.115 188 15.67 0.63 0.249 0.134 ( 0.214) 0.115 189 15.75 0.63 0.249 0.133 ( 0.214) 0.116 190 15.83 0.63 0.249 0.132 ( 0.214) 0.117 191 15.92 0.63 0.249 0.132 ( 0.214) 0.118 192 16.00 0.63 0.249 0.131 ( 0.214) 0.118 193 16.08 0.13 0.052 ( 0.130) 0.045 0.007 194 16.17 0.13 0.052 ( 0.130) 0.045 0.007 195 16.25 0.13 0.052 ( 0.129) 0.045 0.007 196 16.33 0.13 0.052 ( 0.128) 0.045 0.007 197 16.42 0.13 0.052 ( 0.128) 0.045 0.007 198 16.50 0.13 0.052 ( 0.127) 0.045 0.007 199 16.58 0.10 0.039 ( 0.127) 0.034 0.006 200 16.67 0.10 0.039 ( 0.126) 0.034 0.006 201 16.75 0.10 0.039 ( 0.125) 0.034 0.006 202 16.83 0.10 0.039 ( 0.125) 0.034 0.006 203 16.92 0.10 0.039 ( 0.124) 0.034 0.006 204 17.00 0.10 0.039 ( 0.123) 0.034 0.006 205 17.08 0.17 0.066 ( 0.123) 0.056 0.009 206 17.17 0.17 0.066 ( 0.122) 0.056 0.009 207 17.25 0.17 0.066 ( 0.122) 0.056 0.009 208 17.33 0.17 0.066 ( 0.121) 0.056 0.009 209 17.42 0.17 0.066 ( 0.120) 0.056 0.009 210 17.50 0.17 0.066 ( 0.120) 0.056 0.009 211 17.58 0.17 0.066 ( 0.119) 0.056 0.009 212 17.67 0.17 0.066 ( 0.118) 0.056 0.009 213 17.75 0.17 0.066 ( 0.118) 0.056 0.009 214 17.83 0.13 0.052 ( 0.117) 0.045 0.007 215 17.92 0.13 0.052 ( 0.117) 0.045 0.007 216 18.00 0.13 0.052 ( 0.116) 0.045 0.007 217 18.08 0.13 0.052 ( 0.116) 0.045 0.007 218 18.17 0.13 0.052 ( 0.115) 0.045 0.007 219 18.25 0.13 0.052 ( 0.114) 0.045 0.007 220 18.33 0.13 0.052 ( 0.114) 0.045 0.007 221 18.42 0.13 0.052 ( 0.113) 0.045 0.007 222 18.50 0.13 0.052 ( 0.113) 0.045 0.007 223 18.58 0.10 0.039 ( 0.112) 0.034 0.006 224 18.67 0.10 0.039 ( 0.112) 0.034 0.006 225 18.75 0.10 0.039 ( 0.111) 0.034 0.006 226 18.83 0.07 0.026 ( 0.111) 0.023 0.004 227 18.92 0.07 0.026 ( 0.110) 0.023 0.004 228 19.00 0.07 0.026 ( 0.110) 0.023 0.004 229 19.08 0.10 0.039 ( 0.109) 0.034 0.006 230 19.17 0.10 0.039 ( 0.109) 0.034 0.006 231 19.25 0.10 0.039 ( 0.108) 0.034 0.006 232 19.33 0.13 0.052 ( 0.108) 0.045 0.007 233 19.42 0.13 0.052 ( 0.107) 0.045 0.007 234 19.50 0.13 0.052 ( 0.107) 0.045 0.007 235 19.58 0.10 0.039 ( 0.106) 0.034 0.006 236 19.67 0.10 0.039 ( 0.106) 0.034 0.006 237 19.75 0.10 0.039 ( 0.105) 0.034 0.006 238 19.83 0.07 0.026 ( 0.105) 0.023 0.004 239 19.92 0.07 0.026 ( 0.104) 0.023 0.004 240 20.00 0.07 0.026 ( 0.104) 0.023 0.004 241 20.08 0.10 0.039 ( 0.103) 0.034 0.006 242 20.17 0.10 0.039 ( 0.103) 0.034 0.006 243 20.25 0.10 0.039 ( 0.102) 0.034 0.006 244 20.33 0.10 0.039 ( 0.102) 0.034 0.006 245 20.42 0.10 0.039 ( 0.101) 0.034 0.006 246 20.50 0.10 0.039 ( 0.101) 0.034 0.006 247 20.58 0.10 0.039 ( 0.101) 0.034 0.006 248 20.67 0.10 0.039 ( 0.100) 0.034 0.006 249 20.75 0.10 0.039 ( 0.100) 0.034 0.006 250 20.83 0.07 0.026 ( 0.099) 0.023 0.004 251 20.92 0.07 0.026 ( 0.099) 0.023 0.004 252 21.00 0.07 0.026 ( 0.099) 0.023 0.004 253 21.08 0.10 0.039 ( 0.098) 0.034 0.006 254 21.17 0.10 0.039 ( 0.098) 0.034 0.006 255 21.25 0.10 0.039 ( 0.097) 0.034 0.006 256 21.33 0.07 0.026 ( 0.097) 0.023 0.004 257 21.42 0.07 0.026 ( 0.097) 0.023 0.004 258 21.50 0.07 0.026 ( 0.096) 0.023 0.004 259 21.58 0.10 0.039 ( 0.096) 0.034 0.006 260 21.67 0.10 0.039 ( 0.096) 0.034 0.006 261 21.75 0.10 0.039 ( 0.095) 0.034 0.006 262 21.83 0.07 0.026 ( 0.095) 0.023 0.004 263 21.92 0.07 0.026 ( 0.095) 0.023 0.004 264 22.00 0.07 0.026 ( 0.094) 0.023 0.004 265 22.08 0.10 0.039 ( 0.094) 0.034 0.006 266 22.17 0.10 0.039 ( 0.094) 0.034 0.006 267 22.25 0.10 0.039 ( 0.093) 0.034 0.006 268 22.33 0.07 0.026 ( 0.093) 0.023 0.004 269 22.42 0.07 0.026 ( 0.093) 0.023 0.004 270 22.50 0.07 0.026 ( 0.093) 0.023 0.004 271 22.58 0.07 0.026 ( 0.092) 0.023 0.004 272 22.67 0.07 0.026 ( 0.092) 0.023 0.004 273 22.75 0.07 0.026 ( 0.092) 0.023 0.004 274 22.83 0.07 0.026 ( 0.092) 0.023 0.004 275 22.92 0.07 0.026 ( 0.091) 0.023 0.004 276 23.00 0.07 0.026 ( 0.091) 0.023 0.004 277 23.08 0.07 0.026 ( 0.091) 0.023 0.004 278 23.17 0.07 0.026 ( 0.091) 0.023 0.004 279 23.25 0.07 0.026 ( 0.090) 0.023 0.004 280 23.33 0.07 0.026 ( 0.090) 0.023 0.004 281 23.42 0.07 0.026 ( 0.090) 0.023 0.004 282 23.50 0.07 0.026 ( 0.090) 0.023 0.004 283 23.58 0.07 0.026 ( 0.090) 0.023 0.004 284 23.67 0.07 0.026 ( 0.090) 0.023 0.004 285 23.75 0.07 0.026 ( 0.090) 0.023 0.004 286 23.83 0.07 0.026 ( 0.089) 0.023 0.004 287 23.92 0.07 0.026 ( 0.089) 0.023 0.004 288 24.00 0.07 0.026 ( 0.089) 0.023 0.004 (Loss Rate Not Used)
Sum = 100.0 Sum = 13.4 Flood volume = Effective rainfall 1.12(In)
times area 12.3(Ac.)/[(In)/(Ft.)] = 1.1(Ac.Ft) Total soil loss = 2.16(In)
Total soil loss = 2.215(Ac.Ft)
Total rainfall = 3.28(In)
Flood volume = 50013.6 Cubic Feet
Total soil loss = 96479.4 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 3.499(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 0.0000 0.00 Q | | | | 0+10 0.0001 0.02 Q | | | | 0+15 0.0004 0.03 Q | | | | 0+20 0.0006 0.04 Q | | | | 0+25 0.0009 0.05 Q | | | | 0+30 0.0013 0.06 Q | | | | 0+35 0.0017 0.06 Q | | | | 0+40 0.0021 0.06 Q | | | | 0+45 0.0026 0.06 Q | | | | 0+50 0.0030 0.07 Q | | | | 0+55 0.0035 0.07 Q | | | | 1+ 0 0.0041 0.08 Q | | | | 1+ 5 0.0047 0.08 Q | | | | 1+10 0.0052 0.08 Q | | | | 1+15 0.0057 0.07 Q | | | | 1+20 0.0062 0.07 Q | | | | 1+25 0.0067 0.07 Q | | | | 1+30 0.0072 0.07 Q | | | | 1+35 0.0077 0.07 Q | | | | 1+40 0.0081 0.07 Q | | | | 1+45 0.0086 0.07 Q | | | | 1+50 0.0091 0.07 Q | | | | 1+55 0.0096 0.08 Q | | | | 2+ 0 0.0102 0.08 Q | | | | 2+ 5 0.0108 0.09 Q | | | | 2+10 0.0114 0.09 Q | | | | 2+15 0.0120 0.09 Q | | | | 2+20 0.0126 0.09 Q | | | | 2+25 0.0132 0.09 Q | | | | 2+30 0.0139 0.09 Q | | | | 2+35 0.0145 0.09 Q | | | | 2+40 0.0152 0.10 Q | | | | 2+45 0.0159 0.11 Q | | | | 2+50 0.0167 0.11 Q | | | | 2+55 0.0174 0.11 Q | | | | 3+ 0 0.0182 0.11 Q | | | | 3+ 5 0.0189 0.11 Q | | | | 3+10 0.0197 0.11 Q | | | | 3+15 0.0205 0.11 Q | | | | 3+20 0.0213 0.11 Q | | | | 3+25 0.0221 0.11 Q | | | | 3+30 0.0228 0.11 Q | | | | 3+35 0.0236 0.11 Q | | | | 3+40 0.0244 0.11 Q | | | | 3+45 0.0252 0.11 Q | | | | 3+50 0.0260 0.12 Q | | | | 3+55 0.0268 0.12 Q | | | | 4+ 0 0.0277 0.13 Q | | | | 4+ 5 0.0286 0.13 Q | | | | 4+10 0.0295 0.13 QV | | | | 4+15 0.0305 0.13 QV | | | | 4+20 0.0314 0.14 QV | | | | 4+25 0.0324 0.14 QV | | | | 4+30 0.0334 0.15 QV | | | | 4+35 0.0345 0.15 QV | | | | 4+40 0.0356 0.16 QV | | | | 4+45 0.0366 0.16 QV | | | | 4+50 0.0377 0.16 QV | | | | 4+55 0.0389 0.17 QV | | | | 5+ 0 0.0401 0.17 QV | | | | 5+ 5 0.0413 0.17 QV | | | | 5+10 0.0424 0.16 QV | | | | 5+15 0.0434 0.15 QV | | | | 5+20 0.0444 0.15 QV | | | | 5+25 0.0455 0.15 QV | | | | 5+30 0.0465 0.16 QV | | | | 5+35 0.0476 0.16 QV | | | | 5+40 0.0488 0.17 QV | | | | 5+45 0.0500 0.17 QV | | | | 5+50 0.0512 0.18 QV | | | | 5+55 0.0524 0.18 QV | | | | 6+ 0 0.0536 0.18 QV | | | | 6+ 5 0.0549 0.18 QV | | | | 6+10 0.0562 0.19 QV | | | | 6+15 0.0575 0.20 Q V | | | | 6+20 0.0589 0.20 Q V | | | | 6+25 0.0603 0.20 Q V | | | | 6+30 0.0617 0.20 Q V | | | | 6+35 0.0631 0.20 Q V | | | | 6+40 0.0646 0.21 Q V | | | | 6+45 0.0661 0.22 Q V | | | | 6+50 0.0676 0.22 Q V | | | | 6+55 0.0691 0.22 Q V | | | | 7+ 0 0.0707 0.22 Q V | | | | 7+ 5 0.0722 0.23 Q V | | | | 7+10 0.0738 0.23 Q V | | | | 7+15 0.0754 0.23 Q V | | | | 7+20 0.0769 0.23 Q V | | | | 7+25 0.0786 0.24 Q V | | | | 7+30 0.0802 0.24 Q V | | | | 7+35 0.0819 0.25 Q V | | | | 7+40 0.0837 0.26 |QV | | | | 7+45 0.0855 0.26 |QV | | | | 7+50 0.0873 0.27 |Q V | | | | 7+55 0.0893 0.28 |Q V | | | | 8+ 0 0.0912 0.28 |Q V | | | | 8+ 5 0.0932 0.29 |Q V | | | | 8+10 0.0953 0.31 |Q V | | | | 8+15 0.0976 0.32 |Q V | | | | 8+20 0.0998 0.33 |Q V | | | | 8+25 0.1021 0.33 |Q V | | | | 8+30 0.1044 0.33 |Q V | | | | 8+35 0.1067 0.34 |Q V | | | | 8+40 0.1091 0.35 |Q V | | | | 8+45 0.1116 0.35 |Q V | | | | 8+50 0.1140 0.36 |Q V | | | | 8+55 0.1166 0.37 |Q V | | | | 9+ 0 0.1192 0.38 |Q V | | | | 9+ 5 0.1219 0.40 |Q V | | | | 9+10 0.1252 0.47 |Q V | | | | 9+15 0.1289 0.55 | Q V | | | | 9+20 0.1330 0.59 | Q V | | | | 9+25 0.1377 0.67 | Q V | | | | 9+30 0.1427 0.74 | Q V | | | | 9+35 0.1481 0.78 | Q V | | | | 9+40 0.1540 0.86 | Q V | | | | 9+45 0.1604 0.93 | Q V | | | | 9+50 0.1672 0.98 | Q V | | | | 9+55 0.1745 1.06 | Q V | | | | 10+ 0 0.1822 1.12 | Q V | | | | 10+ 5 0.1898 1.10 | Q V | | | | 10+10 0.1956 0.84 | Q V | | | | 10+15 0.1997 0.61 | Q V | | | | 10+20 0.2033 0.52 | Q V | | | | 10+25 0.2065 0.47 |Q V | | | | 10+30 0.2095 0.44 |Q V | | | | 10+35 0.2127 0.46 |Q V | | | | 10+40 0.2172 0.65 | Q V | | | | 10+45 0.2228 0.82 | Q V | | | | 10+50 0.2289 0.89 | Q V | | | | 10+55 0.2353 0.93 | Q V | | | | 11+ 0 0.2419 0.96 | Q V | | | | 11+ 5 0.2486 0.97 | Q V | | | | 11+10 0.2551 0.94 | Q V | | | | 11+15 0.2614 0.91 | Q V| | | | 11+20 0.2677 0.92 | Q V| | | | 11+25 0.2741 0.92 | Q V| | | | 11+30 0.2805 0.93 | Q V| | | | 11+35 0.2868 0.92 | Q V| | | | 11+40 0.2925 0.83 | Q V | | | 11+45 0.2977 0.75 | Q V | | | 11+50 0.3027 0.73 | Q V | | | 11+55 0.3080 0.77 | Q V | | | 12+ 0 0.3136 0.81 | Q V | | | 12+ 5 0.3199 0.91 | Q |V | | | 12+10 0.3287 1.28 | Q |V | | | 12+15 0.3397 1.60 | Q |V | | | 12+20 0.3518 1.75 | Q | V | | | 12+25 0.3648 1.89 | Q | V | | | 12+30 0.3785 1.99 | Q | V | | | 12+35 0.3929 2.08 | Q | V | | | 12+40 0.4082 2.23 | Q | V | | | 12+45 0.4244 2.36 | Q| V | | | 12+50 0.4412 2.44 | Q| V | | | 12+55 0.4586 2.53 | Q V | | | 13+ 0 0.4767 2.62 | Q V | | | 13+ 5 0.4954 2.72 | Q V | | | 13+10 0.5162 3.01 | | Q V | | | 13+15 0.5387 3.27 | | Q V | | | 13+20 0.5619 3.38 | | Q V| | | 13+25 0.5857 3.45 | | Q V | | 13+30 0.6098 3.50 | | Q |V | | 13+35 0.6332 3.41 | | Q | V | | 13+40 0.6531 2.89 | |Q | V | | 13+45 0.6697 2.41 | Q| | V | | 13+50 0.6851 2.24 | Q | | V | | 13+55 0.6999 2.14 | Q | | V | | 14+ 0 0.7142 2.08 | Q | | V | | 14+ 5 0.7286 2.09 | Q | | V | | 14+10 0.7442 2.26 | Q| | V | | 14+15 0.7609 2.43 | Q| | V | | 14+20 0.7779 2.47 | Q| | V | | 14+25 0.7948 2.45 | Q| | V | | 14+30 0.8115 2.43 | Q| | V | | 14+35 0.8282 2.43 | Q| | V | | 14+40 0.8450 2.43 | Q| | V| | 14+45 0.8618 2.44 | Q| | V | 14+50 0.8786 2.44 | Q| | V | 14+55 0.8951 2.40 | Q| | |V | 15+ 0 0.9114 2.37 | Q| | |V | 15+ 5 0.9276 2.35 | Q| | | V | 15+10 0.9434 2.30 | Q| | | V | 15+15 0.9590 2.26 | Q| | | V | 15+20 0.9743 2.23 | Q | | | V | 15+25 0.9893 2.17 | Q | | | V | 15+30 1.0039 2.13 | Q | | | V | 15+35 1.0181 2.06 | Q | | | V | 15+40 1.0309 1.85 | Q | | | V | 15+45 1.0424 1.67 | Q | | | V | 15+50 1.0534 1.60 | Q | | | V | 15+55 1.0641 1.56 | Q | | | V | 16+ 0 1.0747 1.53 | Q | | | V | 16+ 5 1.0844 1.42 | Q | | | V | 16+10 1.0911 0.98 | Q | | | V | 16+15 1.0952 0.59 | Q | | | V | 16+20 1.0981 0.42 |Q | | | V | 16+25 1.1004 0.33 |Q | | | V | 16+30 1.1022 0.27 |Q | | | V | 16+35 1.1037 0.22 Q | | | V | 16+40 1.1049 0.18 Q | | | V | 16+45 1.1059 0.14 Q | | | V | 16+50 1.1067 0.12 Q | | | V | 16+55 1.1075 0.11 Q | | | V | 17+ 0 1.1081 0.09 Q | | | V | 17+ 5 1.1087 0.09 Q | | | V | 17+10 1.1093 0.09 Q | | | V | 17+15 1.1100 0.10 Q | | | V | 17+20 1.1107 0.10 Q | | | V | 17+25 1.1115 0.11 Q | | | V | 17+30 1.1122 0.11 Q | | | V | 17+35 1.1130 0.11 Q | | | V | 17+40 1.1138 0.11 Q | | | V | 17+45 1.1145 0.11 Q | | | V | 17+50 1.1153 0.11 Q | | | V | 17+55 1.1160 0.10 Q | | | V | 18+ 0 1.1167 0.10 Q | | | V | 18+ 5 1.1173 0.10 Q | | | V | 18+10 1.1180 0.09 Q | | | V | 18+15 1.1186 0.09 Q | | | V | 18+20 1.1193 0.09 Q | | | V | 18+25 1.1199 0.09 Q | | | V| 18+30 1.1206 0.09 Q | | | V| 18+35 1.1212 0.09 Q | | | V| 18+40 1.1217 0.08 Q | | | V| 18+45 1.1223 0.08 Q | | | V| 18+50 1.1228 0.07 Q | | | V| 18+55 1.1232 0.06 Q | | | V| 19+ 0 1.1236 0.06 Q | | | V| 19+ 5 1.1240 0.05 Q | | | V| 19+10 1.1244 0.06 Q | | | V| 19+15 1.1248 0.06 Q | | | V| 19+20 1.1253 0.07 Q | | | V| 19+25 1.1258 0.08 Q | | | V| 19+30 1.1264 0.08 Q | | | V| 19+35 1.1269 0.08 Q | | | V| 19+40 1.1275 0.08 Q | | | V| 19+45 1.1280 0.07 Q | | | V| 19+50 1.1285 0.07 Q | | | V| 19+55 1.1289 0.06 Q | | | V| 20+ 0 1.1293 0.05 Q | | | V| 20+ 5 1.1296 0.05 Q | | | V| 20+10 1.1300 0.06 Q | | | V| 20+15 1.1305 0.06 Q | | | V| 20+20 1.1309 0.07 Q | | | V| 20+25 1.1314 0.07 Q | | | V| 20+30 1.1318 0.07 Q | | | V| 20+35 1.1323 0.07 Q | | | V| 20+40 1.1328 0.07 Q | | | V| 20+45 1.1332 0.07 Q | | | V| 20+50 1.1337 0.07 Q | | | V| 20+55 1.1341 0.06 Q | | | V| 21+ 0 1.1345 0.05 Q | | | V| 21+ 5 1.1348 0.05 Q | | | V| 21+10 1.1352 0.06 Q | | | V| 21+15 1.1357 0.06 Q | | | V| 21+20 1.1361 0.06 Q | | | V| 21+25 1.1365 0.06 Q | | | V| 21+30 1.1369 0.05 Q | | | V| 21+35 1.1372 0.05 Q | | | V| 21+40 1.1376 0.06 Q | | | V| 21+45 1.1380 0.06 Q | | | V| 21+50 1.1385 0.06 Q | | | V| 21+55 1.1389 0.06 Q | | | V| 22+ 0 1.1392 0.05 Q | | | V| 22+ 5 1.1396 0.05 Q | | | V| 22+10 1.1400 0.06 Q | | | V| 22+15 1.1404 0.06 Q | | | V| 22+20 1.1408 0.06 Q | | | V| 22+25 1.1412 0.06 Q | | | V| 22+30 1.1416 0.05 Q | | | V| 22+35 1.1419 0.05 Q | | | V| 22+40 1.1422 0.05 Q | | | V| 22+45 1.1426 0.05 Q | | | V| 22+50 1.1429 0.05 Q | | | V| 22+55 1.1432 0.05 Q | | | V| 23+ 0 1.1435 0.05 Q | | | V| 23+ 5 1.1438 0.05 Q | | | V| 23+10 1.1442 0.05 Q | | | V| 23+15 1.1445 0.05 Q | | | V| 23+20 1.1448 0.05 Q | | | V| 23+25 1.1451 0.05 Q | | | V| 23+30 1.1454 0.05 Q | | | V| 23+35 1.1457 0.05 Q | | | V| 23+40 1.1461 0.05 Q | | | V| 23+45 1.1464 0.05 Q | | | V| 23+50 1.1467 0.05 Q | | | V| 23+55 1.1470 0.05 Q | | | V| 24+ 0 1.1473 0.05 Q | | | V| 24+ 5 1.1476 0.04 Q | | | V| 24+10 1.1478 0.03 Q | | | V| 24+15 1.1479 0.02 Q | | | V| 24+20 1.1480 0.01 Q | | | V| 24+25 1.1480 0.01 Q | | | V| 24+30 1.1481 0.01 Q | | | V| 24+35 1.1481 0.00 Q | | | V| 24+40 1.1481 0.00 Q | | | V| 24+45 1.1481 0.00 Q | | | V| 24+50 1.1481 0.00 Q | | | V| 24+55 1.1481 0.00 Q | | | V| 25+ 0 1.1481 0.00 Q | | | V| 25+ 5 1.1482 0.00 Q | | | V| 25+10 1.1482 0.00 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 - 2018, Version 9.0 Study date 12/18/23 File: exwwb2410.out

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6615

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

---------------------------------------------------------------------

WHITEWOOD I DEVELOPMENT

EXISTING CONDITION
DMA B 10-YR 24-HOUR STORM EVENT
BY KAM 121823
-------------------------------------------------------------------- Drainage Area = 5.10(Ac.) = 0.008 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 5.10(Ac.) = 0.008 Sq. Mi.

USER Entry of lag time in hours
Lag time = 0.125 Hr.

Lag time = 7.50 Min.
25% of lag time = 1.88 Min.
40% of lag time = 3.00 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]

5.10 1.80 9.18

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

5.10 5.40 27.54

STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 1.800(In)
Area Averaged 100-Year Rainfall = 5.400(In)

Point rain (area averaged) = 3.281(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 3.281(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

5.100 85.00 0.050
Total Area Entered = 5.10(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

85.0 85.0 0.187 0.050 0.179 1.000 0.179 Sum (F) = 0.179
Area averaged mean soil loss (F) (In/Hr) = 0.179
Minimum soil loss rate ((In/Hr)) = 0.089
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.860
---------------------------------------------------------------------

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 66.667 9.790 0.503 2 0.167 133.333 38.269 1.967 3 0.250 200.000 24.298 1.249 4 0.333 266.667 9.359 0.481 5 0.417 333.333 5.677 0.292 6 0.500 400.000 3.808 0.196 7 0.583 466.667 2.563 0.132 8 0.667 533.333 1.971 0.101 9 0.750 600.000 1.458 0.075 10 0.833 666.667 1.067 0.055 11 0.917 733.333 0.742 0.038 12 1.000 800.000 0.667 0.034 13 1.083 866.667 0.333 0.017 Sum = 100.000 Sum= 5.140
-----------------------------------------------------------------------

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 0.026 ( 0.317) 0.023 0.004 2 0.17 0.07 0.026 ( 0.315) 0.023 0.004 3 0.25 0.07 0.026 ( 0.314) 0.023 0.004 4 0.33 0.10 0.039 ( 0.313) 0.034 0.006 5 0.42 0.10 0.039 ( 0.312) 0.034 0.006 6 0.50 0.10 0.039 ( 0.310) 0.034 0.006 7 0.58 0.10 0.039 ( 0.309) 0.034 0.006 8 0.67 0.10 0.039 ( 0.308) 0.034 0.006 9 0.75 0.10 0.039 ( 0.307) 0.034 0.006 10 0.83 0.13 0.052 ( 0.306) 0.045 0.007 11 0.92 0.13 0.052 ( 0.304) 0.045 0.007 12 1.00 0.13 0.052 ( 0.303) 0.045 0.007 13 1.08 0.10 0.039 ( 0.302) 0.034 0.006 14 1.17 0.10 0.039 ( 0.301) 0.034 0.006 15 1.25 0.10 0.039 ( 0.300) 0.034 0.006 16 1.33 0.10 0.039 ( 0.298) 0.034 0.006 17 1.42 0.10 0.039 ( 0.297) 0.034 0.006 18 1.50 0.10 0.039 ( 0.296) 0.034 0.006 19 1.58 0.10 0.039 ( 0.295) 0.034 0.006 20 1.67 0.10 0.039 ( 0.294) 0.034 0.006 21 1.75 0.10 0.039 ( 0.293) 0.034 0.006 22 1.83 0.13 0.052 ( 0.291) 0.045 0.007 23 1.92 0.13 0.052 ( 0.290) 0.045 0.007 24 2.00 0.13 0.052 ( 0.289) 0.045 0.007 25 2.08 0.13 0.052 ( 0.288) 0.045 0.007 26 2.17 0.13 0.052 ( 0.287) 0.045 0.007 27 2.25 0.13 0.052 ( 0.286) 0.045 0.007 28 2.33 0.13 0.052 ( 0.284) 0.045 0.007 29 2.42 0.13 0.052 ( 0.283) 0.045 0.007 30 2.50 0.13 0.052 ( 0.282) 0.045 0.007 31 2.58 0.17 0.066 ( 0.281) 0.056 0.009 32 2.67 0.17 0.066 ( 0.280) 0.056 0.009 33 2.75 0.17 0.066 ( 0.279) 0.056 0.009 34 2.83 0.17 0.066 ( 0.277) 0.056 0.009 35 2.92 0.17 0.066 ( 0.276) 0.056 0.009 36 3.00 0.17 0.066 ( 0.275) 0.056 0.009 37 3.08 0.17 0.066 ( 0.274) 0.056 0.009 38 3.17 0.17 0.066 ( 0.273) 0.056 0.009 39 3.25 0.17 0.066 ( 0.272) 0.056 0.009 40 3.33 0.17 0.066 ( 0.271) 0.056 0.009 41 3.42 0.17 0.066 ( 0.269) 0.056 0.009 42 3.50 0.17 0.066 ( 0.268) 0.056 0.009 43 3.58 0.17 0.066 ( 0.267) 0.056 0.009 44 3.67 0.17 0.066 ( 0.266) 0.056 0.009 45 3.75 0.17 0.066 ( 0.265) 0.056 0.009 46 3.83 0.20 0.079 ( 0.264) 0.068 0.011 47 3.92 0.20 0.079 ( 0.263) 0.068 0.011 48 4.00 0.20 0.079 ( 0.262) 0.068 0.011 49 4.08 0.20 0.079 ( 0.261) 0.068 0.011 50 4.17 0.20 0.079 ( 0.259) 0.068 0.011 51 4.25 0.20 0.079 ( 0.258) 0.068 0.011 52 4.33 0.23 0.092 ( 0.257) 0.079 0.013 53 4.42 0.23 0.092 ( 0.256) 0.079 0.013 54 4.50 0.23 0.092 ( 0.255) 0.079 0.013 55 4.58 0.23 0.092 ( 0.254) 0.079 0.013 56 4.67 0.23 0.092 ( 0.253) 0.079 0.013 57 4.75 0.23 0.092 ( 0.252) 0.079 0.013 58 4.83 0.27 0.105 ( 0.251) 0.090 0.015 59 4.92 0.27 0.105 ( 0.250) 0.090 0.015 60 5.00 0.27 0.105 ( 0.249) 0.090 0.015 61 5.08 0.20 0.079 ( 0.247) 0.068 0.011 62 5.17 0.20 0.079 ( 0.246) 0.068 0.011 63 5.25 0.20 0.079 ( 0.245) 0.068 0.011 64 5.33 0.23 0.092 ( 0.244) 0.079 0.013 65 5.42 0.23 0.092 ( 0.243) 0.079 0.013 66 5.50 0.23 0.092 ( 0.242) 0.079 0.013 67 5.58 0.27 0.105 ( 0.241) 0.090 0.015 68 5.67 0.27 0.105 ( 0.240) 0.090 0.015 69 5.75 0.27 0.105 ( 0.239) 0.090 0.015 70 5.83 0.27 0.105 ( 0.238) 0.090 0.015 71 5.92 0.27 0.105 ( 0.237) 0.090 0.015 72 6.00 0.27 0.105 ( 0.236) 0.090 0.015 73 6.08 0.30 0.118 ( 0.235) 0.102 0.017 74 6.17 0.30 0.118 ( 0.234) 0.102 0.017 75 6.25 0.30 0.118 ( 0.233) 0.102 0.017 76 6.33 0.30 0.118 ( 0.232) 0.102 0.017 77 6.42 0.30 0.118 ( 0.231) 0.102 0.017 78 6.50 0.30 0.118 ( 0.229) 0.102 0.017 79 6.58 0.33 0.131 ( 0.228) 0.113 0.018 80 6.67 0.33 0.131 ( 0.227) 0.113 0.018 81 6.75 0.33 0.131 ( 0.226) 0.113 0.018 82 6.83 0.33 0.131 ( 0.225) 0.113 0.018 83 6.92 0.33 0.131 ( 0.224) 0.113 0.018 84 7.00 0.33 0.131 ( 0.223) 0.113 0.018 85 7.08 0.33 0.131 ( 0.222) 0.113 0.018 86 7.17 0.33 0.131 ( 0.221) 0.113 0.018 87 7.25 0.33 0.131 ( 0.220) 0.113 0.018 88 7.33 0.37 0.144 ( 0.219) 0.124 0.020 89 7.42 0.37 0.144 ( 0.218) 0.124 0.020 90 7.50 0.37 0.144 ( 0.217) 0.124 0.020 91 7.58 0.40 0.157 ( 0.216) 0.135 0.022 92 7.67 0.40 0.157 ( 0.215) 0.135 0.022 93 7.75 0.40 0.157 ( 0.214) 0.135 0.022 94 7.83 0.43 0.171 ( 0.213) 0.147 0.024 95 7.92 0.43 0.171 ( 0.212) 0.147 0.024 96 8.00 0.43 0.171 ( 0.211) 0.147 0.024 97 8.08 0.50 0.197 ( 0.210) 0.169 0.028 98 8.17 0.50 0.197 ( 0.209) 0.169 0.028 99 8.25 0.50 0.197 ( 0.208) 0.169 0.028 100 8.33 0.50 0.197 ( 0.207) 0.169 0.028 101 8.42 0.50 0.197 ( 0.206) 0.169 0.028 102 8.50 0.50 0.197 ( 0.206) 0.169 0.028 103 8.58 0.53 0.210 ( 0.205) 0.181 0.029 104 8.67 0.53 0.210 ( 0.204) 0.181 0.029 105 8.75 0.53 0.210 ( 0.203) 0.181 0.029 106 8.83 0.57 0.223 ( 0.202) 0.192 0.031 107 8.92 0.57 0.223 ( 0.201) 0.192 0.031 108 9.00 0.57 0.223 ( 0.200) 0.192 0.031 109 9.08 0.63 0.249 0.199 ( 0.214) 0.051 110 9.17 0.63 0.249 0.198 ( 0.214) 0.051 111 9.25 0.63 0.249 0.197 ( 0.214) 0.052 112 9.33 0.67 0.262 0.196 ( 0.226) 0.066 113 9.42 0.67 0.262 0.195 ( 0.226) 0.067 114 9.50 0.67 0.262 0.194 ( 0.226) 0.068 115 9.58 0.70 0.276 0.193 ( 0.237) 0.082 116 9.67 0.70 0.276 0.192 ( 0.237) 0.083 117 9.75 0.70 0.276 0.191 ( 0.237) 0.084 118 9.83 0.73 0.289 0.190 ( 0.248) 0.098 119 9.92 0.73 0.289 0.190 ( 0.248) 0.099 120 10.00 0.73 0.289 0.189 ( 0.248) 0.100 121 10.08 0.50 0.197 ( 0.188) 0.169 0.028 122 10.17 0.50 0.197 ( 0.187) 0.169 0.028 123 10.25 0.50 0.197 ( 0.186) 0.169 0.028 124 10.33 0.50 0.197 ( 0.185) 0.169 0.028 125 10.42 0.50 0.197 ( 0.184) 0.169 0.028 126 10.50 0.50 0.197 ( 0.183) 0.169 0.028 127 10.58 0.67 0.262 0.182 ( 0.226) 0.080 128 10.67 0.67 0.262 0.181 ( 0.226) 0.081 129 10.75 0.67 0.262 0.180 ( 0.226) 0.082 130 10.83 0.67 0.262 0.180 ( 0.226) 0.083 131 10.92 0.67 0.262 0.179 ( 0.226) 0.084 132 11.00 0.67 0.262 0.178 ( 0.226) 0.085 133 11.08 0.63 0.249 0.177 ( 0.214) 0.072 134 11.17 0.63 0.249 0.176 ( 0.214) 0.073 135 11.25 0.63 0.249 0.175 ( 0.214) 0.074 136 11.33 0.63 0.249 0.174 ( 0.214) 0.075 137 11.42 0.63 0.249 0.173 ( 0.214) 0.076 138 11.50 0.63 0.249 0.173 ( 0.214) 0.077 139 11.58 0.57 0.223 0.172 ( 0.192) 0.051 140 11.67 0.57 0.223 0.171 ( 0.192) 0.052 141 11.75 0.57 0.223 0.170 ( 0.192) 0.053 142 11.83 0.60 0.236 0.169 ( 0.203) 0.067 143 11.92 0.60 0.236 0.168 ( 0.203) 0.068 144 12.00 0.60 0.236 0.168 ( 0.203) 0.069 145 12.08 0.83 0.328 0.167 ( 0.282) 0.161 146 12.17 0.83 0.328 0.166 ( 0.282) 0.162 147 12.25 0.83 0.328 0.165 ( 0.282) 0.163 148 12.33 0.87 0.341 0.164 ( 0.293) 0.177 149 12.42 0.87 0.341 0.163 ( 0.293) 0.178 150 12.50 0.87 0.341 0.163 ( 0.293) 0.179 151 12.58 0.93 0.367 0.162 ( 0.316) 0.206 152 12.67 0.93 0.367 0.161 ( 0.316) 0.207 153 12.75 0.93 0.367 0.160 ( 0.316) 0.207 154 12.83 0.97 0.381 0.159 ( 0.327) 0.221 155 12.92 0.97 0.381 0.159 ( 0.327) 0.222 156 13.00 0.97 0.381 0.158 ( 0.327) 0.223 157 13.08 1.13 0.446 0.157 ( 0.384) 0.289 158 13.17 1.13 0.446 0.156 ( 0.384) 0.290 159 13.25 1.13 0.446 0.155 ( 0.384) 0.291 160 13.33 1.13 0.446 0.155 ( 0.384) 0.292 161 13.42 1.13 0.446 0.154 ( 0.384) 0.292 162 13.50 1.13 0.446 0.153 ( 0.384) 0.293 163 13.58 0.77 0.302 0.152 ( 0.260) 0.150 164 13.67 0.77 0.302 0.151 ( 0.260) 0.150 165 13.75 0.77 0.302 0.151 ( 0.260) 0.151 166 13.83 0.77 0.302 0.150 ( 0.260) 0.152 167 13.92 0.77 0.302 0.149 ( 0.260) 0.153 168 14.00 0.77 0.302 0.148 ( 0.260) 0.154 169 14.08 0.90 0.354 0.148 ( 0.305) 0.207 170 14.17 0.90 0.354 0.147 ( 0.305) 0.208 171 14.25 0.90 0.354 0.146 ( 0.305) 0.208 172 14.33 0.87 0.341 0.145 ( 0.293) 0.196 173 14.42 0.87 0.341 0.145 ( 0.293) 0.197 174 14.50 0.87 0.341 0.144 ( 0.293) 0.197 175 14.58 0.87 0.341 0.143 ( 0.293) 0.198 176 14.67 0.87 0.341 0.142 ( 0.293) 0.199 177 14.75 0.87 0.341 0.142 ( 0.293) 0.200 178 14.83 0.83 0.328 0.141 ( 0.282) 0.187 179 14.92 0.83 0.328 0.140 ( 0.282) 0.188 180 15.00 0.83 0.328 0.139 ( 0.282) 0.189 181 15.08 0.80 0.315 0.139 ( 0.271) 0.176 182 15.17 0.80 0.315 0.138 ( 0.271) 0.177 183 15.25 0.80 0.315 0.137 ( 0.271) 0.178 184 15.33 0.77 0.302 0.137 ( 0.260) 0.165 185 15.42 0.77 0.302 0.136 ( 0.260) 0.166 186 15.50 0.77 0.302 0.135 ( 0.260) 0.167 187 15.58 0.63 0.249 0.135 ( 0.214) 0.115 188 15.67 0.63 0.249 0.134 ( 0.214) 0.115 189 15.75 0.63 0.249 0.133 ( 0.214) 0.116 190 15.83 0.63 0.249 0.132 ( 0.214) 0.117 191 15.92 0.63 0.249 0.132 ( 0.214) 0.118 192 16.00 0.63 0.249 0.131 ( 0.214) 0.118 193 16.08 0.13 0.052 ( 0.130) 0.045 0.007 194 16.17 0.13 0.052 ( 0.130) 0.045 0.007 195 16.25 0.13 0.052 ( 0.129) 0.045 0.007 196 16.33 0.13 0.052 ( 0.128) 0.045 0.007 197 16.42 0.13 0.052 ( 0.128) 0.045 0.007 198 16.50 0.13 0.052 ( 0.127) 0.045 0.007 199 16.58 0.10 0.039 ( 0.127) 0.034 0.006 200 16.67 0.10 0.039 ( 0.126) 0.034 0.006 201 16.75 0.10 0.039 ( 0.125) 0.034 0.006 202 16.83 0.10 0.039 ( 0.125) 0.034 0.006 203 16.92 0.10 0.039 ( 0.124) 0.034 0.006 204 17.00 0.10 0.039 ( 0.123) 0.034 0.006 205 17.08 0.17 0.066 ( 0.123) 0.056 0.009 206 17.17 0.17 0.066 ( 0.122) 0.056 0.009 207 17.25 0.17 0.066 ( 0.122) 0.056 0.009 208 17.33 0.17 0.066 ( 0.121) 0.056 0.009 209 17.42 0.17 0.066 ( 0.120) 0.056 0.009 210 17.50 0.17 0.066 ( 0.120) 0.056 0.009 211 17.58 0.17 0.066 ( 0.119) 0.056 0.009 212 17.67 0.17 0.066 ( 0.118) 0.056 0.009 213 17.75 0.17 0.066 ( 0.118) 0.056 0.009 214 17.83 0.13 0.052 ( 0.117) 0.045 0.007 215 17.92 0.13 0.052 ( 0.117) 0.045 0.007 216 18.00 0.13 0.052 ( 0.116) 0.045 0.007 217 18.08 0.13 0.052 ( 0.116) 0.045 0.007 218 18.17 0.13 0.052 ( 0.115) 0.045 0.007 219 18.25 0.13 0.052 ( 0.114) 0.045 0.007 220 18.33 0.13 0.052 ( 0.114) 0.045 0.007 221 18.42 0.13 0.052 ( 0.113) 0.045 0.007 222 18.50 0.13 0.052 ( 0.113) 0.045 0.007 223 18.58 0.10 0.039 ( 0.112) 0.034 0.006 224 18.67 0.10 0.039 ( 0.112) 0.034 0.006 225 18.75 0.10 0.039 ( 0.111) 0.034 0.006 226 18.83 0.07 0.026 ( 0.111) 0.023 0.004 227 18.92 0.07 0.026 ( 0.110) 0.023 0.004 228 19.00 0.07 0.026 ( 0.110) 0.023 0.004 229 19.08 0.10 0.039 ( 0.109) 0.034 0.006 230 19.17 0.10 0.039 ( 0.109) 0.034 0.006 231 19.25 0.10 0.039 ( 0.108) 0.034 0.006 232 19.33 0.13 0.052 ( 0.108) 0.045 0.007 233 19.42 0.13 0.052 ( 0.107) 0.045 0.007 234 19.50 0.13 0.052 ( 0.107) 0.045 0.007 235 19.58 0.10 0.039 ( 0.106) 0.034 0.006 236 19.67 0.10 0.039 ( 0.106) 0.034 0.006 237 19.75 0.10 0.039 ( 0.105) 0.034 0.006 238 19.83 0.07 0.026 ( 0.105) 0.023 0.004 239 19.92 0.07 0.026 ( 0.104) 0.023 0.004 240 20.00 0.07 0.026 ( 0.104) 0.023 0.004 241 20.08 0.10 0.039 ( 0.103) 0.034 0.006 242 20.17 0.10 0.039 ( 0.103) 0.034 0.006 243 20.25 0.10 0.039 ( 0.102) 0.034 0.006 244 20.33 0.10 0.039 ( 0.102) 0.034 0.006 245 20.42 0.10 0.039 ( 0.101) 0.034 0.006 246 20.50 0.10 0.039 ( 0.101) 0.034 0.006 247 20.58 0.10 0.039 ( 0.101) 0.034 0.006 248 20.67 0.10 0.039 ( 0.100) 0.034 0.006 249 20.75 0.10 0.039 ( 0.100) 0.034 0.006 250 20.83 0.07 0.026 ( 0.099) 0.023 0.004 251 20.92 0.07 0.026 ( 0.099) 0.023 0.004 252 21.00 0.07 0.026 ( 0.099) 0.023 0.004 253 21.08 0.10 0.039 ( 0.098) 0.034 0.006 254 21.17 0.10 0.039 ( 0.098) 0.034 0.006 255 21.25 0.10 0.039 ( 0.097) 0.034 0.006 256 21.33 0.07 0.026 ( 0.097) 0.023 0.004 257 21.42 0.07 0.026 ( 0.097) 0.023 0.004 258 21.50 0.07 0.026 ( 0.096) 0.023 0.004 259 21.58 0.10 0.039 ( 0.096) 0.034 0.006 260 21.67 0.10 0.039 ( 0.096) 0.034 0.006 261 21.75 0.10 0.039 ( 0.095) 0.034 0.006 262 21.83 0.07 0.026 ( 0.095) 0.023 0.004 263 21.92 0.07 0.026 ( 0.095) 0.023 0.004 264 22.00 0.07 0.026 ( 0.094) 0.023 0.004 265 22.08 0.10 0.039 ( 0.094) 0.034 0.006 266 22.17 0.10 0.039 ( 0.094) 0.034 0.006 267 22.25 0.10 0.039 ( 0.093) 0.034 0.006 268 22.33 0.07 0.026 ( 0.093) 0.023 0.004 269 22.42 0.07 0.026 ( 0.093) 0.023 0.004 270 22.50 0.07 0.026 ( 0.093) 0.023 0.004 271 22.58 0.07 0.026 ( 0.092) 0.023 0.004 272 22.67 0.07 0.026 ( 0.092) 0.023 0.004 273 22.75 0.07 0.026 ( 0.092) 0.023 0.004 274 22.83 0.07 0.026 ( 0.092) 0.023 0.004 275 22.92 0.07 0.026 ( 0.091) 0.023 0.004 276 23.00 0.07 0.026 ( 0.091) 0.023 0.004 277 23.08 0.07 0.026 ( 0.091) 0.023 0.004 278 23.17 0.07 0.026 ( 0.091) 0.023 0.004 279 23.25 0.07 0.026 ( 0.090) 0.023 0.004 280 23.33 0.07 0.026 ( 0.090) 0.023 0.004 281 23.42 0.07 0.026 ( 0.090) 0.023 0.004 282 23.50 0.07 0.026 ( 0.090) 0.023 0.004 283 23.58 0.07 0.026 ( 0.090) 0.023 0.004 284 23.67 0.07 0.026 ( 0.090) 0.023 0.004 285 23.75 0.07 0.026 ( 0.090) 0.023 0.004 286 23.83 0.07 0.026 ( 0.089) 0.023 0.004 287 23.92 0.07 0.026 ( 0.089) 0.023 0.004 288 24.00 0.07 0.026 ( 0.089) 0.023 0.004 (Loss Rate Not Used)
Sum = 100.0 Sum = 13.4 Flood volume = Effective rainfall 1.12(In)
times area 5.1(Ac.)/[(In)/(Ft.)] = 0.5(Ac.Ft) Total soil loss = 2.16(In)
Total soil loss = 0.918(Ac.Ft)
Total rainfall = 3.28(In)
Flood volume = 20737.9 Cubic Feet
Total soil loss = 40003.9 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.467(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 0.0000 0.00 Q | | | | 0+10 0.0001 0.01 Q | | | | 0+15 0.0002 0.01 Q | | | | 0+20 0.0003 0.02 Q | | | | 0+25 0.0004 0.02 Q | | | | 0+30 0.0006 0.02 Q | | | | 0+35 0.0008 0.03 Q | | | | 0+40 0.0009 0.03 Q | | | | 0+45 0.0011 0.03 Q | | | | 0+50 0.0013 0.03 Q | | | | 0+55 0.0016 0.03 Q | | | | 1+ 0 0.0018 0.03 Q | | | | 1+ 5 0.0020 0.03 Q | | | | 1+10 0.0023 0.03 Q | | | | 1+15 0.0025 0.03 Q | | | | 1+20 0.0027 0.03 Q | | | | 1+25 0.0029 0.03 Q | | | | 1+30 0.0031 0.03 Q | | | | 1+35 0.0033 0.03 Q | | | | 1+40 0.0035 0.03 Q | | | | 1+45 0.0037 0.03 Q | | | | 1+50 0.0039 0.03 Q | | | | 1+55 0.0041 0.03 Q | | | | 2+ 0 0.0043 0.04 Q | | | | 2+ 5 0.0046 0.04 Q | | | | 2+10 0.0048 0.04 Q | | | | 2+15 0.0051 0.04 Q | | | | 2+20 0.0053 0.04 Q | | | | 2+25 0.0056 0.04 Q | | | | 2+30 0.0059 0.04 Q | | | | 2+35 0.0061 0.04 Q | | | | 2+40 0.0064 0.04 Q | | | | 2+45 0.0067 0.04 Q | | | | 2+50 0.0070 0.05 Q | | | | 2+55 0.0074 0.05 Q | | | | 3+ 0 0.0077 0.05 Q | | | | 3+ 5 0.0080 0.05 Q | | | | 3+10 0.0083 0.05 Q | | | | 3+15 0.0086 0.05 Q | | | | 3+20 0.0090 0.05 Q | | | | 3+25 0.0093 0.05 Q | | | | 3+30 0.0096 0.05 Q | | | | 3+35 0.0099 0.05 Q | | | | 3+40 0.0103 0.05 Q | | | | 3+45 0.0106 0.05 Q | | | | 3+50 0.0109 0.05 Q | | | | 3+55 0.0113 0.05 Q | | | | 4+ 0 0.0116 0.05 Q | | | | 4+ 5 0.0120 0.05 QV | | | | 4+10 0.0124 0.06 QV | | | | 4+15 0.0128 0.06 QV | | | | 4+20 0.0132 0.06 QV | | | | 4+25 0.0136 0.06 QV | | | | 4+30 0.0140 0.06 QV | | | | 4+35 0.0145 0.06 QV | | | | 4+40 0.0149 0.06 QV | | | | 4+45 0.0154 0.07 QV | | | | 4+50 0.0158 0.07 QV | | | | 4+55 0.0163 0.07 QV | | | | 5+ 0 0.0168 0.07 QV | | | | 5+ 5 0.0173 0.07 QV | | | | 5+10 0.0178 0.07 QV | | | | 5+15 0.0182 0.06 QV | | | | 5+20 0.0186 0.06 QV | | | | 5+25 0.0190 0.06 QV | | | | 5+30 0.0195 0.06 QV | | | | 5+35 0.0199 0.07 QV | | | | 5+40 0.0204 0.07 QV | | | | 5+45 0.0209 0.07 QV | | | | 5+50 0.0214 0.07 QV | | | | 5+55 0.0219 0.07 QV | | | | 6+ 0 0.0225 0.07 QV | | | | 6+ 5 0.0230 0.08 QV | | | | 6+10 0.0235 0.08 QV | | | | 6+15 0.0241 0.08 Q V | | | | 6+20 0.0247 0.08 Q V | | | | 6+25 0.0252 0.08 Q V | | | | 6+30 0.0258 0.08 Q V | | | | 6+35 0.0264 0.09 Q V | | | | 6+40 0.0270 0.09 Q V | | | | 6+45 0.0277 0.09 Q V | | | | 6+50 0.0283 0.09 Q V | | | | 6+55 0.0289 0.09 Q V | | | | 7+ 0 0.0296 0.09 Q V | | | | 7+ 5 0.0302 0.09 Q V | | | | 7+10 0.0309 0.09 Q V | | | | 7+15 0.0315 0.09 Q V | | | | 7+20 0.0322 0.10 Q V | | | | 7+25 0.0329 0.10 Q V | | | | 7+30 0.0336 0.10 Q V | | | | 7+35 0.0343 0.10 Q V | | | | 7+40 0.0350 0.11 Q V | | | | 7+45 0.0358 0.11 Q V | | | | 7+50 0.0365 0.11 Q V | | | | 7+55 0.0373 0.12 Q V | | | | 8+ 0 0.0382 0.12 Q V | | | | 8+ 5 0.0390 0.12 Q V | | | | 8+10 0.0399 0.13 Q V | | | | 8+15 0.0408 0.14 Q V | | | | 8+20 0.0418 0.14 Q V | | | | 8+25 0.0427 0.14 Q V | | | | 8+30 0.0437 0.14 Q V | | | | 8+35 0.0447 0.14 Q V | | | | 8+40 0.0457 0.15 Q V | | | | 8+45 0.0467 0.15 Q V | | | | 8+50 0.0477 0.15 Q V | | | | 8+55 0.0488 0.15 Q V | | | | 9+ 0 0.0499 0.16 Q V | | | | 9+ 5 0.0510 0.17 Q V | | | | 9+10 0.0525 0.21 Q V | | | | 9+15 0.0541 0.23 Q V | | | | 9+20 0.0558 0.25 |Q V | | | | 9+25 0.0578 0.29 |Q V | | | | 9+30 0.0600 0.31 |Q V | | | | 9+35 0.0623 0.33 |Q V | | | | 9+40 0.0648 0.37 |Q V | | | | 9+45 0.0675 0.40 |Q V | | | | 9+50 0.0704 0.42 |Q V | | | | 9+55 0.0735 0.45 |Q V | | | | 10+ 0 0.0768 0.48 |Q V | | | | 10+ 5 0.0799 0.45 |Q V | | | | 10+10 0.0821 0.32 |Q V | | | | 10+15 0.0838 0.23 Q V | | | | 10+20 0.0852 0.20 Q V | | | | 10+25 0.0864 0.18 Q V | | | | 10+30 0.0876 0.17 Q V | | | | 10+35 0.0889 0.19 Q V | | | | 10+40 0.0909 0.29 |Q V | | | | 10+45 0.0933 0.35 |Q V | | | | 10+50 0.0959 0.38 |Q V | | | | 10+55 0.0986 0.39 |Q V | | | | 11+ 0 0.1014 0.40 |Q V | | | | 11+ 5 0.1042 0.41 |Q V | | | | 11+10 0.1069 0.39 |Q V | | | | 11+15 0.1095 0.38 |Q V| | | | 11+20 0.1121 0.38 |Q V| | | | 11+25 0.1148 0.39 |Q V| | | | 11+30 0.1175 0.39 |Q V| | | | 11+35 0.1201 0.38 |Q V | | | 11+40 0.1224 0.33 |Q V | | | 11+45 0.1245 0.30 |Q V | | | 11+50 0.1265 0.30 |Q V | | | 11+55 0.1287 0.32 |Q V | | | 12+ 0 0.1311 0.34 |Q |V | | | 12+ 5 0.1337 0.39 |Q |V | | | 12+10 0.1377 0.58 | Q |V | | | 12+15 0.1425 0.70 | Q |V | | | 12+20 0.1477 0.75 | Q | V | | | 12+25 0.1532 0.81 | Q | V | | | 12+30 0.1591 0.85 | Q | V | | | 12+35 0.1652 0.88 | Q | V | | | 12+40 0.1717 0.95 | Q | V | | | 12+45 0.1786 1.00 | Q | V | | | 12+50 0.1857 1.03 | Q | V | | | 12+55 0.1931 1.07 | Q | V | | | 13+ 0 0.2007 1.10 | Q | V | | | 13+ 5 0.2086 1.15 | Q | V | | | 13+10 0.2175 1.29 | Q | V | | | 13+15 0.2271 1.38 | Q | V| | | 13+20 0.2369 1.42 | Q | V| | | 13+25 0.2468 1.45 | Q | V | | 13+30 0.2569 1.47 | Q | |V | | 13+35 0.2666 1.41 | Q | | V | | 13+40 0.2745 1.14 | Q | | V | | 13+45 0.2811 0.96 | Q | | V | | 13+50 0.2873 0.90 | Q | | V | | 13+55 0.2933 0.87 | Q | | V | | 14+ 0 0.2991 0.84 | Q | | V | | 14+ 5 0.3050 0.86 | Q | | V | | 14+10 0.3115 0.95 | Q | | V | | 14+15 0.3185 1.01 | Q | | V | | 14+20 0.3255 1.02 | Q | | V | | 14+25 0.3325 1.01 | Q | | V | | 14+30 0.3394 1.00 | Q | | V | | 14+35 0.3463 1.01 | Q | | V| | 14+40 0.3533 1.01 | Q | | V| | 14+45 0.3603 1.02 | Q | | V | 14+50 0.3673 1.01 | Q | | V | 14+55 0.3741 0.99 | Q | | |V | 15+ 0 0.3809 0.98 | Q | | | V | 15+ 5 0.3876 0.97 | Q | | | V | 15+10 0.3941 0.95 | Q | | | V | 15+15 0.4005 0.93 | Q | | | V | 15+20 0.4068 0.92 | Q | | | V | 15+25 0.4130 0.89 | Q | | | V | 15+30 0.4190 0.88 | Q | | | V | 15+35 0.4248 0.84 | Q | | | V | 15+40 0.4299 0.74 | Q | | | V | 15+45 0.4345 0.67 | Q | | | V | 15+50 0.4390 0.65 | Q | | | V | 15+55 0.4433 0.63 | Q | | | V | 16+ 0 0.4476 0.63 | Q | | | V | 16+ 5 0.4515 0.57 | Q | | | V | 16+10 0.4539 0.34 |Q | | | V | 16+15 0.4553 0.20 Q | | | V | 16+20 0.4563 0.15 Q | | | V | 16+25 0.4571 0.11 Q | | | V | 16+30 0.4577 0.09 Q | | | V | 16+35 0.4582 0.07 Q | | | V | 16+40 0.4586 0.06 Q | | | V | 16+45 0.4589 0.05 Q | | | V | 16+50 0.4592 0.04 Q | | | V | 16+55 0.4594 0.04 Q | | | V | 17+ 0 0.4596 0.03 Q | | | V | 17+ 5 0.4598 0.03 Q | | | V | 17+10 0.4601 0.04 Q | | | V | 17+15 0.4604 0.04 Q | | | V | 17+20 0.4607 0.04 Q | | | V | 17+25 0.4610 0.04 Q | | | V | 17+30 0.4613 0.05 Q | | | V | 17+35 0.4616 0.05 Q | | | V | 17+40 0.4619 0.05 Q | | | V | 17+45 0.4623 0.05 Q | | | V | 17+50 0.4626 0.05 Q | | | V | 17+55 0.4629 0.04 Q | | | V | 18+ 0 0.4632 0.04 Q | | | V | 18+ 5 0.4634 0.04 Q | | | V | 18+10 0.4637 0.04 Q | | | V | 18+15 0.4640 0.04 Q | | | V | 18+20 0.4642 0.04 Q | | | V| 18+25 0.4645 0.04 Q | | | V| 18+30 0.4647 0.04 Q | | | V| 18+35 0.4650 0.04 Q | | | V| 18+40 0.4652 0.03 Q | | | V| 18+45 0.4654 0.03 Q | | | V| 18+50 0.4656 0.03 Q | | | V| 18+55 0.4658 0.02 Q | | | V| 19+ 0 0.4660 0.02 Q | | | V| 19+ 5 0.4661 0.02 Q | | | V| 19+10 0.4663 0.03 Q | | | V| 19+15 0.4665 0.03 Q | | | V| 19+20 0.4667 0.03 Q | | | V| 19+25 0.4669 0.03 Q | | | V| 19+30 0.4671 0.03 Q | | | V| 19+35 0.4674 0.03 Q | | | V| 19+40 0.4676 0.03 Q | | | V| 19+45 0.4678 0.03 Q | | | V| 19+50 0.4680 0.03 Q | | | V| 19+55 0.4682 0.02 Q | | | V| 20+ 0 0.4683 0.02 Q | | | V| 20+ 5 0.4685 0.02 Q | | | V| 20+10 0.4686 0.02 Q | | | V| 20+15 0.4688 0.03 Q | | | V| 20+20 0.4690 0.03 Q | | | V| 20+25 0.4692 0.03 Q | | | V| 20+30 0.4694 0.03 Q | | | V| 20+35 0.4696 0.03 Q | | | V| 20+40 0.4698 0.03 Q | | | V| 20+45 0.4700 0.03 Q | | | V| 20+50 0.4702 0.03 Q | | | V| 20+55 0.4703 0.02 Q | | | V| 21+ 0 0.4705 0.02 Q | | | V| 21+ 5 0.4706 0.02 Q | | | V| 21+10 0.4708 0.02 Q | | | V| 21+15 0.4710 0.03 Q | | | V| 21+20 0.4712 0.03 Q | | | V| 21+25 0.4713 0.02 Q | | | V| 21+30 0.4715 0.02 Q | | | V| 21+35 0.4716 0.02 Q | | | V| 21+40 0.4718 0.02 Q | | | V| 21+45 0.4720 0.03 Q | | | V| 21+50 0.4721 0.03 Q | | | V| 21+55 0.4723 0.02 Q | | | V| 22+ 0 0.4724 0.02 Q | | | V| 22+ 5 0.4726 0.02 Q | | | V| 22+10 0.4727 0.02 Q | | | V| 22+15 0.4729 0.03 Q | | | V| 22+20 0.4731 0.03 Q | | | V| 22+25 0.4733 0.02 Q | | | V| 22+30 0.4734 0.02 Q | | | V| 22+35 0.4736 0.02 Q | | | V| 22+40 0.4737 0.02 Q | | | V| 22+45 0.4738 0.02 Q | | | V| 22+50 0.4740 0.02 Q | | | V| 22+55 0.4741 0.02 Q | | | V| 23+ 0 0.4742 0.02 Q | | | V| 23+ 5 0.4744 0.02 Q | | | V| 23+10 0.4745 0.02 Q | | | V| 23+15 0.4746 0.02 Q | | | V| 23+20 0.4747 0.02 Q | | | V| 23+25 0.4749 0.02 Q | | | V| 23+30 0.4750 0.02 Q | | | V| 23+35 0.4751 0.02 Q | | | V| 23+40 0.4753 0.02 Q | | | V| 23+45 0.4754 0.02 Q | | | V| 23+50 0.4755 0.02 Q | | | V| 23+55 0.4757 0.02 Q | | | V| 24+ 0 0.4758 0.02 Q | | | V| 24+ 5 0.4759 0.02 Q | | | V| 24+10 0.4760 0.01 Q | | | V| 24+15 0.4760 0.01 Q | | | V| 24+20 0.4760 0.00 Q | | | V| 24+25 0.4760 0.00 Q | | | V| 24+30 0.4761 0.00 Q | | | V| 24+35 0.4761 0.00 Q | | | V| 24+40 0.4761 0.00 Q | | | V| 24+45 0.4761 0.00 Q | | | V| 24+50 0.4761 0.00 Q | | | V| 24+55 0.4761 0.00 Q | | | V| 25+ 0 0.4761 0.00 Q | | | V 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2-YEAR 24-HOUR STORM EVENT

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 - 2018, Version 9.0 Study date 12/18/23 File: EXWWA242.out

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6615

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

---------------------------------------------------------------------

WHITEWOOD I DEVELOPMENT

EXISTING CONDITION
DMA A 2-YEAR 24 HR STORM EVENT

-------------------------------------------------------------------- Drainage Area = 12.30(Ac.) = 0.019 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 12.30(Ac.) = 0.019 Sq. Mi.

USER Entry of lag time in hours
Lag time = 0.149 Hr.

Lag time = 8.94 Min.
25% of lag time = 2.23 Min.
40% of lag time = 3.58 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]

12.30 1.80 22.14

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

12.30 5.40 66.42

STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 1.800(In)
Area Averaged 100-Year Rainfall = 5.400(In)

Point rain (area averaged) = 1.800(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.800(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

12.300 85.00 0.050
Total Area Entered = 12.30(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

85.0 70.0 0.362 0.050 0.346 1.000 0.346 Sum (F) = 0.346
Area averaged mean soil loss (F) (In/Hr) = 0.346
Minimum soil loss rate ((In/Hr)) = 0.173
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.860
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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 55.928 7.318 0.907 2 0.167 111.857 30.956 3.837 3 0.250 167.785 27.793 3.445 4 0.333 223.714 11.153 1.383 5 0.417 279.642 6.350 0.787 6 0.500 335.570 4.342 0.538 7 0.583 391.499 3.154 0.391 8 0.667 447.427 2.249 0.279 9 0.750 503.356 1.746 0.216 10 0.833 559.284 1.425 0.177 11 0.917 615.213 1.076 0.133 12 1.000 671.141 0.826 0.102 13 1.083 727.069 0.603 0.075 14 1.167 782.998 0.559 0.069 15 1.250 838.926 0.450 0.056 Sum = 100.000 Sum= 12.396
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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 0.014 ( 0.613) 0.012 0.002 2 0.17 0.07 0.014 ( 0.610) 0.012 0.002 3 0.25 0.07 0.014 ( 0.608) 0.012 0.002 4 0.33 0.10 0.022 ( 0.606) 0.019 0.003 5 0.42 0.10 0.022 ( 0.603) 0.019 0.003 6 0.50 0.10 0.022 ( 0.601) 0.019 0.003 7 0.58 0.10 0.022 ( 0.599) 0.019 0.003 8 0.67 0.10 0.022 ( 0.596) 0.019 0.003 9 0.75 0.10 0.022 ( 0.594) 0.019 0.003 10 0.83 0.13 0.029 ( 0.592) 0.025 0.004 11 0.92 0.13 0.029 ( 0.589) 0.025 0.004 12 1.00 0.13 0.029 ( 0.587) 0.025 0.004 13 1.08 0.10 0.022 ( 0.585) 0.019 0.003 14 1.17 0.10 0.022 ( 0.582) 0.019 0.003 15 1.25 0.10 0.022 ( 0.580) 0.019 0.003 16 1.33 0.10 0.022 ( 0.578) 0.019 0.003 17 1.42 0.10 0.022 ( 0.575) 0.019 0.003 18 1.50 0.10 0.022 ( 0.573) 0.019 0.003 19 1.58 0.10 0.022 ( 0.571) 0.019 0.003 20 1.67 0.10 0.022 ( 0.569) 0.019 0.003 21 1.75 0.10 0.022 ( 0.566) 0.019 0.003 22 1.83 0.13 0.029 ( 0.564) 0.025 0.004 23 1.92 0.13 0.029 ( 0.562) 0.025 0.004 24 2.00 0.13 0.029 ( 0.560) 0.025 0.004 25 2.08 0.13 0.029 ( 0.557) 0.025 0.004 26 2.17 0.13 0.029 ( 0.555) 0.025 0.004 27 2.25 0.13 0.029 ( 0.553) 0.025 0.004 28 2.33 0.13 0.029 ( 0.550) 0.025 0.004 29 2.42 0.13 0.029 ( 0.548) 0.025 0.004 30 2.50 0.13 0.029 ( 0.546) 0.025 0.004 31 2.58 0.17 0.036 ( 0.544) 0.031 0.005 32 2.67 0.17 0.036 ( 0.542) 0.031 0.005 33 2.75 0.17 0.036 ( 0.539) 0.031 0.005 34 2.83 0.17 0.036 ( 0.537) 0.031 0.005 35 2.92 0.17 0.036 ( 0.535) 0.031 0.005 36 3.00 0.17 0.036 ( 0.533) 0.031 0.005 37 3.08 0.17 0.036 ( 0.530) 0.031 0.005 38 3.17 0.17 0.036 ( 0.528) 0.031 0.005 39 3.25 0.17 0.036 ( 0.526) 0.031 0.005 40 3.33 0.17 0.036 ( 0.524) 0.031 0.005 41 3.42 0.17 0.036 ( 0.522) 0.031 0.005 42 3.50 0.17 0.036 ( 0.519) 0.031 0.005 43 3.58 0.17 0.036 ( 0.517) 0.031 0.005 44 3.67 0.17 0.036 ( 0.515) 0.031 0.005 45 3.75 0.17 0.036 ( 0.513) 0.031 0.005 46 3.83 0.20 0.043 ( 0.511) 0.037 0.006 47 3.92 0.20 0.043 ( 0.509) 0.037 0.006 48 4.00 0.20 0.043 ( 0.507) 0.037 0.006 49 4.08 0.20 0.043 ( 0.504) 0.037 0.006 50 4.17 0.20 0.043 ( 0.502) 0.037 0.006 51 4.25 0.20 0.043 ( 0.500) 0.037 0.006 52 4.33 0.23 0.050 ( 0.498) 0.043 0.007 53 4.42 0.23 0.050 ( 0.496) 0.043 0.007 54 4.50 0.23 0.050 ( 0.494) 0.043 0.007 55 4.58 0.23 0.050 ( 0.492) 0.043 0.007 56 4.67 0.23 0.050 ( 0.489) 0.043 0.007 57 4.75 0.23 0.050 ( 0.487) 0.043 0.007 58 4.83 0.27 0.058 ( 0.485) 0.050 0.008 59 4.92 0.27 0.058 ( 0.483) 0.050 0.008 60 5.00 0.27 0.058 ( 0.481) 0.050 0.008 61 5.08 0.20 0.043 ( 0.479) 0.037 0.006 62 5.17 0.20 0.043 ( 0.477) 0.037 0.006 63 5.25 0.20 0.043 ( 0.475) 0.037 0.006 64 5.33 0.23 0.050 ( 0.473) 0.043 0.007 65 5.42 0.23 0.050 ( 0.471) 0.043 0.007 66 5.50 0.23 0.050 ( 0.469) 0.043 0.007 67 5.58 0.27 0.058 ( 0.467) 0.050 0.008 68 5.67 0.27 0.058 ( 0.464) 0.050 0.008 69 5.75 0.27 0.058 ( 0.462) 0.050 0.008 70 5.83 0.27 0.058 ( 0.460) 0.050 0.008 71 5.92 0.27 0.058 ( 0.458) 0.050 0.008 72 6.00 0.27 0.058 ( 0.456) 0.050 0.008 73 6.08 0.30 0.065 ( 0.454) 0.056 0.009 74 6.17 0.30 0.065 ( 0.452) 0.056 0.009 75 6.25 0.30 0.065 ( 0.450) 0.056 0.009 76 6.33 0.30 0.065 ( 0.448) 0.056 0.009 77 6.42 0.30 0.065 ( 0.446) 0.056 0.009 78 6.50 0.30 0.065 ( 0.444) 0.056 0.009 79 6.58 0.33 0.072 ( 0.442) 0.062 0.010 80 6.67 0.33 0.072 ( 0.440) 0.062 0.010 81 6.75 0.33 0.072 ( 0.438) 0.062 0.010 82 6.83 0.33 0.072 ( 0.436) 0.062 0.010 83 6.92 0.33 0.072 ( 0.434) 0.062 0.010 84 7.00 0.33 0.072 ( 0.432) 0.062 0.010 85 7.08 0.33 0.072 ( 0.430) 0.062 0.010 86 7.17 0.33 0.072 ( 0.428) 0.062 0.010 87 7.25 0.33 0.072 ( 0.426) 0.062 0.010 88 7.33 0.37 0.079 ( 0.425) 0.068 0.011 89 7.42 0.37 0.079 ( 0.423) 0.068 0.011 90 7.50 0.37 0.079 ( 0.421) 0.068 0.011 91 7.58 0.40 0.086 ( 0.419) 0.074 0.012 92 7.67 0.40 0.086 ( 0.417) 0.074 0.012 93 7.75 0.40 0.086 ( 0.415) 0.074 0.012 94 7.83 0.43 0.094 ( 0.413) 0.080 0.013 95 7.92 0.43 0.094 ( 0.411) 0.080 0.013 96 8.00 0.43 0.094 ( 0.409) 0.080 0.013 97 8.08 0.50 0.108 ( 0.407) 0.093 0.015 98 8.17 0.50 0.108 ( 0.405) 0.093 0.015 99 8.25 0.50 0.108 ( 0.403) 0.093 0.015 100 8.33 0.50 0.108 ( 0.402) 0.093 0.015 101 8.42 0.50 0.108 ( 0.400) 0.093 0.015 102 8.50 0.50 0.108 ( 0.398) 0.093 0.015 103 8.58 0.53 0.115 ( 0.396) 0.099 0.016 104 8.67 0.53 0.115 ( 0.394) 0.099 0.016 105 8.75 0.53 0.115 ( 0.392) 0.099 0.016 106 8.83 0.57 0.122 ( 0.390) 0.105 0.017 107 8.92 0.57 0.122 ( 0.389) 0.105 0.017 108 9.00 0.57 0.122 ( 0.387) 0.105 0.017 109 9.08 0.63 0.137 ( 0.385) 0.118 0.019 110 9.17 0.63 0.137 ( 0.383) 0.118 0.019 111 9.25 0.63 0.137 ( 0.381) 0.118 0.019 112 9.33 0.67 0.144 ( 0.379) 0.124 0.020 113 9.42 0.67 0.144 ( 0.378) 0.124 0.020 114 9.50 0.67 0.144 ( 0.376) 0.124 0.020 115 9.58 0.70 0.151 ( 0.374) 0.130 0.021 116 9.67 0.70 0.151 ( 0.372) 0.130 0.021 117 9.75 0.70 0.151 ( 0.370) 0.130 0.021 118 9.83 0.73 0.158 ( 0.369) 0.136 0.022 119 9.92 0.73 0.158 ( 0.367) 0.136 0.022 120 10.00 0.73 0.158 ( 0.365) 0.136 0.022 121 10.08 0.50 0.108 ( 0.363) 0.093 0.015 122 10.17 0.50 0.108 ( 0.362) 0.093 0.015 123 10.25 0.50 0.108 ( 0.360) 0.093 0.015 124 10.33 0.50 0.108 ( 0.358) 0.093 0.015 125 10.42 0.50 0.108 ( 0.356) 0.093 0.015 126 10.50 0.50 0.108 ( 0.355) 0.093 0.015 127 10.58 0.67 0.144 ( 0.353) 0.124 0.020 128 10.67 0.67 0.144 ( 0.351) 0.124 0.020 129 10.75 0.67 0.144 ( 0.349) 0.124 0.020 130 10.83 0.67 0.144 ( 0.348) 0.124 0.020 131 10.92 0.67 0.144 ( 0.346) 0.124 0.020 132 11.00 0.67 0.144 ( 0.344) 0.124 0.020 133 11.08 0.63 0.137 ( 0.343) 0.118 0.019 134 11.17 0.63 0.137 ( 0.341) 0.118 0.019 135 11.25 0.63 0.137 ( 0.339) 0.118 0.019 136 11.33 0.63 0.137 ( 0.338) 0.118 0.019 137 11.42 0.63 0.137 ( 0.336) 0.118 0.019 138 11.50 0.63 0.137 ( 0.334) 0.118 0.019 139 11.58 0.57 0.122 ( 0.333) 0.105 0.017 140 11.67 0.57 0.122 ( 0.331) 0.105 0.017 141 11.75 0.57 0.122 ( 0.329) 0.105 0.017 142 11.83 0.60 0.130 ( 0.328) 0.111 0.018 143 11.92 0.60 0.130 ( 0.326) 0.111 0.018 144 12.00 0.60 0.130 ( 0.324) 0.111 0.018 145 12.08 0.83 0.180 ( 0.323) 0.155 0.025 146 12.17 0.83 0.180 ( 0.321) 0.155 0.025 147 12.25 0.83 0.180 ( 0.319) 0.155 0.025 148 12.33 0.87 0.187 ( 0.318) 0.161 0.026 149 12.42 0.87 0.187 ( 0.316) 0.161 0.026 150 12.50 0.87 0.187 ( 0.315) 0.161 0.026 151 12.58 0.93 0.202 ( 0.313) 0.173 0.028 152 12.67 0.93 0.202 ( 0.312) 0.173 0.028 153 12.75 0.93 0.202 ( 0.310) 0.173 0.028 154 12.83 0.97 0.209 ( 0.308) 0.180 0.029 155 12.92 0.97 0.209 ( 0.307) 0.180 0.029 156 13.00 0.97 0.209 ( 0.305) 0.180 0.029 157 13.08 1.13 0.245 ( 0.304) 0.211 0.034 158 13.17 1.13 0.245 ( 0.302) 0.211 0.034 159 13.25 1.13 0.245 ( 0.301) 0.211 0.034 160 13.33 1.13 0.245 ( 0.299) 0.211 0.034 161 13.42 1.13 0.245 ( 0.298) 0.211 0.034 162 13.50 1.13 0.245 ( 0.296) 0.211 0.034 163 13.58 0.77 0.166 ( 0.295) 0.142 0.023 164 13.67 0.77 0.166 ( 0.293) 0.142 0.023 165 13.75 0.77 0.166 ( 0.292) 0.142 0.023 166 13.83 0.77 0.166 ( 0.290) 0.142 0.023 167 13.92 0.77 0.166 ( 0.289) 0.142 0.023 168 14.00 0.77 0.166 ( 0.287) 0.142 0.023 169 14.08 0.90 0.194 ( 0.286) 0.167 0.027 170 14.17 0.90 0.194 ( 0.284) 0.167 0.027 171 14.25 0.90 0.194 ( 0.283) 0.167 0.027 172 14.33 0.87 0.187 ( 0.281) 0.161 0.026 173 14.42 0.87 0.187 ( 0.280) 0.161 0.026 174 14.50 0.87 0.187 ( 0.278) 0.161 0.026 175 14.58 0.87 0.187 ( 0.277) 0.161 0.026 176 14.67 0.87 0.187 ( 0.276) 0.161 0.026 177 14.75 0.87 0.187 ( 0.274) 0.161 0.026 178 14.83 0.83 0.180 ( 0.273) 0.155 0.025 179 14.92 0.83 0.180 ( 0.271) 0.155 0.025 180 15.00 0.83 0.180 ( 0.270) 0.155 0.025 181 15.08 0.80 0.173 ( 0.269) 0.149 0.024 182 15.17 0.80 0.173 ( 0.267) 0.149 0.024 183 15.25 0.80 0.173 ( 0.266) 0.149 0.024 184 15.33 0.77 0.166 ( 0.265) 0.142 0.023 185 15.42 0.77 0.166 ( 0.263) 0.142 0.023 186 15.50 0.77 0.166 ( 0.262) 0.142 0.023 187 15.58 0.63 0.137 ( 0.260) 0.118 0.019 188 15.67 0.63 0.137 ( 0.259) 0.118 0.019 189 15.75 0.63 0.137 ( 0.258) 0.118 0.019 190 15.83 0.63 0.137 ( 0.256) 0.118 0.019 191 15.92 0.63 0.137 ( 0.255) 0.118 0.019 192 16.00 0.63 0.137 ( 0.254) 0.118 0.019 193 16.08 0.13 0.029 ( 0.253) 0.025 0.004 194 16.17 0.13 0.029 ( 0.251) 0.025 0.004 195 16.25 0.13 0.029 ( 0.250) 0.025 0.004 196 16.33 0.13 0.029 ( 0.249) 0.025 0.004 197 16.42 0.13 0.029 ( 0.247) 0.025 0.004 198 16.50 0.13 0.029 ( 0.246) 0.025 0.004 199 16.58 0.10 0.022 ( 0.245) 0.019 0.003 200 16.67 0.10 0.022 ( 0.244) 0.019 0.003 201 16.75 0.10 0.022 ( 0.242) 0.019 0.003 202 16.83 0.10 0.022 ( 0.241) 0.019 0.003 203 16.92 0.10 0.022 ( 0.240) 0.019 0.003 204 17.00 0.10 0.022 ( 0.239) 0.019 0.003 205 17.08 0.17 0.036 ( 0.238) 0.031 0.005 206 17.17 0.17 0.036 ( 0.236) 0.031 0.005 207 17.25 0.17 0.036 ( 0.235) 0.031 0.005 208 17.33 0.17 0.036 ( 0.234) 0.031 0.005 209 17.42 0.17 0.036 ( 0.233) 0.031 0.005 210 17.50 0.17 0.036 ( 0.232) 0.031 0.005 211 17.58 0.17 0.036 ( 0.231) 0.031 0.005 212 17.67 0.17 0.036 ( 0.229) 0.031 0.005 213 17.75 0.17 0.036 ( 0.228) 0.031 0.005 214 17.83 0.13 0.029 ( 0.227) 0.025 0.004 215 17.92 0.13 0.029 ( 0.226) 0.025 0.004 216 18.00 0.13 0.029 ( 0.225) 0.025 0.004 217 18.08 0.13 0.029 ( 0.224) 0.025 0.004 218 18.17 0.13 0.029 ( 0.223) 0.025 0.004 219 18.25 0.13 0.029 ( 0.222) 0.025 0.004 220 18.33 0.13 0.029 ( 0.220) 0.025 0.004 221 18.42 0.13 0.029 ( 0.219) 0.025 0.004 222 18.50 0.13 0.029 ( 0.218) 0.025 0.004 223 18.58 0.10 0.022 ( 0.217) 0.019 0.003 224 18.67 0.10 0.022 ( 0.216) 0.019 0.003 225 18.75 0.10 0.022 ( 0.215) 0.019 0.003 226 18.83 0.07 0.014 ( 0.214) 0.012 0.002 227 18.92 0.07 0.014 ( 0.213) 0.012 0.002 228 19.00 0.07 0.014 ( 0.212) 0.012 0.002 229 19.08 0.10 0.022 ( 0.211) 0.019 0.003 230 19.17 0.10 0.022 ( 0.210) 0.019 0.003 231 19.25 0.10 0.022 ( 0.209) 0.019 0.003 232 19.33 0.13 0.029 ( 0.208) 0.025 0.004 233 19.42 0.13 0.029 ( 0.207) 0.025 0.004 234 19.50 0.13 0.029 ( 0.206) 0.025 0.004 235 19.58 0.10 0.022 ( 0.205) 0.019 0.003 236 19.67 0.10 0.022 ( 0.204) 0.019 0.003 237 19.75 0.10 0.022 ( 0.203) 0.019 0.003 238 19.83 0.07 0.014 ( 0.203) 0.012 0.002 239 19.92 0.07 0.014 ( 0.202) 0.012 0.002 240 20.00 0.07 0.014 ( 0.201) 0.012 0.002 241 20.08 0.10 0.022 ( 0.200) 0.019 0.003 242 20.17 0.10 0.022 ( 0.199) 0.019 0.003 243 20.25 0.10 0.022 ( 0.198) 0.019 0.003 244 20.33 0.10 0.022 ( 0.197) 0.019 0.003 245 20.42 0.10 0.022 ( 0.196) 0.019 0.003 246 20.50 0.10 0.022 ( 0.196) 0.019 0.003 247 20.58 0.10 0.022 ( 0.195) 0.019 0.003 248 20.67 0.10 0.022 ( 0.194) 0.019 0.003 249 20.75 0.10 0.022 ( 0.193) 0.019 0.003 250 20.83 0.07 0.014 ( 0.192) 0.012 0.002 251 20.92 0.07 0.014 ( 0.192) 0.012 0.002 252 21.00 0.07 0.014 ( 0.191) 0.012 0.002 253 21.08 0.10 0.022 ( 0.190) 0.019 0.003 254 21.17 0.10 0.022 ( 0.189) 0.019 0.003 255 21.25 0.10 0.022 ( 0.189) 0.019 0.003 256 21.33 0.07 0.014 ( 0.188) 0.012 0.002 257 21.42 0.07 0.014 ( 0.187) 0.012 0.002 258 21.50 0.07 0.014 ( 0.186) 0.012 0.002 259 21.58 0.10 0.022 ( 0.186) 0.019 0.003 260 21.67 0.10 0.022 ( 0.185) 0.019 0.003 261 21.75 0.10 0.022 ( 0.184) 0.019 0.003 262 21.83 0.07 0.014 ( 0.184) 0.012 0.002 263 21.92 0.07 0.014 ( 0.183) 0.012 0.002 264 22.00 0.07 0.014 ( 0.183) 0.012 0.002 265 22.08 0.10 0.022 ( 0.182) 0.019 0.003 266 22.17 0.10 0.022 ( 0.181) 0.019 0.003 267 22.25 0.10 0.022 ( 0.181) 0.019 0.003 268 22.33 0.07 0.014 ( 0.180) 0.012 0.002 269 22.42 0.07 0.014 ( 0.180) 0.012 0.002 270 22.50 0.07 0.014 ( 0.179) 0.012 0.002 271 22.58 0.07 0.014 ( 0.179) 0.012 0.002 272 22.67 0.07 0.014 ( 0.178) 0.012 0.002 273 22.75 0.07 0.014 ( 0.178) 0.012 0.002 274 22.83 0.07 0.014 ( 0.177) 0.012 0.002 275 22.92 0.07 0.014 ( 0.177) 0.012 0.002 276 23.00 0.07 0.014 ( 0.176) 0.012 0.002 277 23.08 0.07 0.014 ( 0.176) 0.012 0.002 278 23.17 0.07 0.014 ( 0.175) 0.012 0.002 279 23.25 0.07 0.014 ( 0.175) 0.012 0.002 280 23.33 0.07 0.014 ( 0.175) 0.012 0.002 281 23.42 0.07 0.014 ( 0.174) 0.012 0.002 282 23.50 0.07 0.014 ( 0.174) 0.012 0.002 283 23.58 0.07 0.014 ( 0.174) 0.012 0.002 284 23.67 0.07 0.014 ( 0.174) 0.012 0.002 285 23.75 0.07 0.014 ( 0.173) 0.012 0.002 286 23.83 0.07 0.014 ( 0.173) 0.012 0.002 287 23.92 0.07 0.014 ( 0.173) 0.012 0.002 288 24.00 0.07 0.014 ( 0.173) 0.012 0.002 (Loss Rate Not Used)
Sum = 100.0 Sum = 3.0 Flood volume = Effective rainfall 0.25(In)
times area 12.3(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft) Total soil loss = 1.55(In)
Total soil loss = 1.587(Ac.Ft)
Total rainfall = 1.80(In)
Flood volume = 11251.3 Cubic Feet
Total soil loss = 69115.0 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.416(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 0.0000 0.00 Q | | | | 0+10 0.0001 0.01 Q | | | | 0+15 0.0002 0.02 Q | | | | 0+20 0.0003 0.02 Q | | | | 0+25 0.0005 0.03 Q | | | | 0+30 0.0007 0.03 Q | | | | 0+35 0.0009 0.03 Q | | | | 0+40 0.0012 0.03 Q | | | | 0+45 0.0014 0.03 Q | | | | 0+50 0.0017 0.04 Q | | | | 0+55 0.0019 0.04 Q | | | | 1+ 0 0.0023 0.04 Q | | | | 1+ 5 0.0026 0.05 Q | | | | 1+10 0.0029 0.04 Q | | | | 1+15 0.0031 0.04 Q | | | | 1+20 0.0034 0.04 Q | | | | 1+25 0.0037 0.04 Q | | | | 1+30 0.0039 0.04 Q | | | | 1+35 0.0042 0.04 Q | | | | 1+40 0.0045 0.04 Q | | | | 1+45 0.0047 0.04 Q | | | | 1+50 0.0050 0.04 Q | | | | 1+55 0.0053 0.04 Q | | | | 2+ 0 0.0056 0.05 Q | | | | 2+ 5 0.0059 0.05 Q | | | | 2+10 0.0063 0.05 Q | | | | 2+15 0.0066 0.05 QV | | | | 2+20 0.0069 0.05 QV | | | | 2+25 0.0073 0.05 QV | | | | 2+30 0.0076 0.05 QV | | | | 2+35 0.0080 0.05 QV | | | | 2+40 0.0083 0.05 QV | | | | 2+45 0.0087 0.06 QV | | | | 2+50 0.0091 0.06 QV | | | | 2+55 0.0096 0.06 QV | | | | 3+ 0 0.0100 0.06 QV | | | | 3+ 5 0.0104 0.06 QV | | | | 3+10 0.0108 0.06 QV | | | | 3+15 0.0112 0.06 QV | | | | 3+20 0.0117 0.06 QV | | | | 3+25 0.0121 0.06 QV | | | | 3+30 0.0125 0.06 QV | | | | 3+35 0.0130 0.06 Q V | | | | 3+40 0.0134 0.06 Q V | | | | 3+45 0.0138 0.06 Q V | | | | 3+50 0.0143 0.06 Q V | | | | 3+55 0.0147 0.07 Q V | | | | 4+ 0 0.0152 0.07 Q V | | | | 4+ 5 0.0157 0.07 Q V | | | | 4+10 0.0162 0.07 Q V | | | | 4+15 0.0167 0.07 Q V | | | | 4+20 0.0172 0.07 Q V | | | | 4+25 0.0178 0.08 Q V | | | | 4+30 0.0183 0.08 Q V | | | | 4+35 0.0189 0.08 Q V | | | | 4+40 0.0195 0.09 Q V | | | | 4+45 0.0201 0.09 Q V | | | | 4+50 0.0207 0.09 Q V | | | | 4+55 0.0213 0.09 Q V | | | | 5+ 0 0.0220 0.10 Q V | | | | 5+ 5 0.0226 0.09 Q V | | | | 5+10 0.0232 0.09 Q V | | | | 5+15 0.0238 0.08 Q V | | | | 5+20 0.0244 0.08 Q V | | | | 5+25 0.0249 0.08 Q V | | | | 5+30 0.0255 0.09 Q V | | | | 5+35 0.0261 0.09 Q V | | | | 5+40 0.0268 0.09 Q V | | | | 5+45 0.0274 0.10 Q V | | | | 5+50 0.0281 0.10 Q V | | | | 5+55 0.0288 0.10 Q V | | | | 6+ 0 0.0294 0.10 Q V | | | | 6+ 5 0.0301 0.10 Q V | | | | 6+10 0.0308 0.10 Q V | | | | 6+15 0.0316 0.11 Q V | | | | 6+20 0.0323 0.11 Q V | | | | 6+25 0.0331 0.11 Q V | | | | 6+30 0.0338 0.11 Q V | | | | 6+35 0.0346 0.11 Q V | | | | 6+40 0.0354 0.12 Q V | | | | 6+45 0.0362 0.12 Q V | | | | 6+50 0.0371 0.12 Q V | | | | 6+55 0.0379 0.12 Q V | | | | 7+ 0 0.0388 0.12 Q V | | | | 7+ 5 0.0396 0.12 Q V | | | | 7+10 0.0405 0.12 Q V | | | | 7+15 0.0413 0.12 Q V | | | | 7+20 0.0422 0.13 Q V | | | | 7+25 0.0431 0.13 Q V | | | | 7+30 0.0440 0.13 Q V | | | | 7+35 0.0449 0.14 Q V | | | | 7+40 0.0459 0.14 Q V | | | | 7+45 0.0469 0.14 Q V | | | | 7+50 0.0479 0.15 Q V | | | | 7+55 0.0490 0.15 Q V | | | | 8+ 0 0.0500 0.16 Q V | | | | 8+ 5 0.0511 0.16 Q V | | | | 8+10 0.0523 0.17 Q V | | | | 8+15 0.0535 0.18 Q V | | | | 8+20 0.0548 0.18 Q V | | | | 8+25 0.0560 0.18 Q V | | | | 8+30 0.0573 0.18 Q V | | | | 8+35 0.0586 0.19 Q V| | | | 8+40 0.0599 0.19 Q V| | | | 8+45 0.0612 0.19 Q V| | | | 8+50 0.0626 0.20 Q V| | | | 8+55 0.0640 0.20 Q V| | | | 9+ 0 0.0654 0.21 Q V | | | 9+ 5 0.0668 0.21 Q V | | | 9+10 0.0683 0.22 Q V | | | 9+15 0.0699 0.23 Q V | | | 9+20 0.0715 0.23 Q |V | | | 9+25 0.0731 0.24 Q |V | | | 9+30 0.0748 0.24 Q |V | | | 9+35 0.0765 0.25 Q |V | | | 9+40 0.0782 0.25 |Q | V | | | 9+45 0.0800 0.26 |Q | V | | | 9+50 0.0817 0.26 |Q | V | | | 9+55 0.0836 0.26 |Q | V | | | 10+ 0 0.0854 0.27 |Q | V | | | 10+ 5 0.0872 0.26 |Q | V | | | 10+10 0.0889 0.24 Q | V | | | 10+15 0.0903 0.21 Q | V | | | 10+20 0.0918 0.21 Q | V | | | 10+25 0.0931 0.20 Q | V | | | 10+30 0.0945 0.20 Q | V | | | 10+35 0.0959 0.20 Q | V | | | 10+40 0.0974 0.22 Q | V | | | 10+45 0.0990 0.23 Q | V | | | 10+50 0.1006 0.24 Q | V | | | 10+55 0.1023 0.24 Q | V | | | 11+ 0 0.1040 0.24 Q | V | | | 11+ 5 0.1056 0.24 Q | V | | | 11+10 0.1073 0.24 Q | V | | | 11+15 0.1090 0.24 Q | V | | | 11+20 0.1106 0.24 Q | V | | | 11+25 0.1122 0.24 Q | V | | | 11+30 0.1139 0.24 Q | V | | | 11+35 0.1155 0.24 Q | V | | | 11+40 0.1171 0.23 Q | V | | | 11+45 0.1186 0.22 Q | V | | | 11+50 0.1201 0.22 Q | V | | | 11+55 0.1216 0.22 Q | V | | | 12+ 0 0.1232 0.22 Q | V| | | 12+ 5 0.1248 0.23 Q | V| | | 12+10 0.1266 0.26 |Q | V| | | 12+15 0.1285 0.28 |Q | V| | | 12+20 0.1305 0.29 |Q | V | | 12+25 0.1326 0.30 |Q | V | | 12+30 0.1347 0.31 |Q | V | | 12+35 0.1369 0.32 |Q | |V | | 12+40 0.1392 0.33 |Q | |V | | 12+45 0.1415 0.34 |Q | |V | | 12+50 0.1438 0.34 |Q | | V | | 12+55 0.1462 0.35 |Q | | V | | 13+ 0 0.1486 0.35 |Q | | V | | 13+ 5 0.1511 0.36 |Q | | V | | 13+10 0.1538 0.38 |Q | | V | | 13+15 0.1565 0.40 |Q | | V | | 13+20 0.1593 0.41 |Q | | V | | 13+25 0.1622 0.41 |Q | | V | | 13+30 0.1651 0.42 |Q | | V | | 13+35 0.1679 0.41 |Q | | V | | 13+40 0.1704 0.37 |Q | | V | | 13+45 0.1727 0.33 |Q | | V | | 13+50 0.1749 0.32 |Q | | V | | 13+55 0.1770 0.31 |Q | | V | | 14+ 0 0.1791 0.30 |Q | | V | | 14+ 5 0.1812 0.30 |Q | | V | | 14+10 0.1833 0.32 |Q | | V | | 14+15 0.1856 0.33 |Q | | V | | 14+20 0.1879 0.33 |Q | | V| | 14+25 0.1901 0.33 |Q | | V| | 14+30 0.1924 0.33 |Q | | V| | 14+35 0.1946 0.32 |Q | | V | 14+40 0.1968 0.32 |Q | | V | 14+45 0.1991 0.32 |Q | | V | 14+50 0.2013 0.32 |Q | | |V | 14+55 0.2035 0.32 |Q | | |V | 15+ 0 0.2057 0.32 |Q | | |V | 15+ 5 0.2078 0.31 |Q | | | V | 15+10 0.2100 0.31 |Q | | | V | 15+15 0.2121 0.31 |Q | | | V | 15+20 0.2142 0.30 |Q | | | V | 15+25 0.2162 0.30 |Q | | | V | 15+30 0.2182 0.29 |Q | | | V | 15+35 0.2202 0.29 |Q | | | V | 15+40 0.2221 0.27 |Q | | | V | 15+45 0.2239 0.26 |Q | | | V | 15+50 0.2256 0.25 |Q | | | V | 15+55 0.2273 0.25 Q | | | V | 16+ 0 0.2290 0.24 Q | | | V | 16+ 5 0.2306 0.23 Q | | | V | 16+10 0.2317 0.17 Q | | | V | 16+15 0.2325 0.12 Q | | | V | 16+20 0.2332 0.09 Q | | | V | 16+25 0.2337 0.08 Q | | | V | 16+30 0.2342 0.07 Q | | | V | 16+35 0.2347 0.07 Q | | | V | 16+40 0.2351 0.06 Q | | | V | 16+45 0.2355 0.05 Q | | | V | 16+50 0.2358 0.05 Q | | | V | 16+55 0.2361 0.04 Q | | | V | 17+ 0 0.2364 0.04 Q | | | V | 17+ 5 0.2367 0.04 Q | | | V | 17+10 0.2370 0.05 Q | | | V | 17+15 0.2374 0.05 Q | | | V | 17+20 0.2378 0.06 Q | | | V | 17+25 0.2382 0.06 Q | | | V | 17+30 0.2386 0.06 Q | | | V | 17+35 0.2390 0.06 Q | | | V | 17+40 0.2394 0.06 Q | | | V | 17+45 0.2398 0.06 Q | | | V | 17+50 0.2403 0.06 Q | | | V | 17+55 0.2407 0.06 Q | | | V | 18+ 0 0.2410 0.05 Q | | | V | 18+ 5 0.2414 0.05 Q | | | V | 18+10 0.2417 0.05 Q | | | V | 18+15 0.2421 0.05 Q | | | V | 18+20 0.2425 0.05 Q | | | V | 18+25 0.2428 0.05 Q | | | V | 18+30 0.2432 0.05 Q | | | V | 18+35 0.2435 0.05 Q | | | V | 18+40 0.2438 0.05 Q | | | V | 18+45 0.2441 0.04 Q | | | V | 18+50 0.2444 0.04 Q | | | V | 18+55 0.2446 0.03 Q | | | V | 19+ 0 0.2448 0.03 Q | | | V | 19+ 5 0.2450 0.03 Q | | | V | 19+10 0.2453 0.03 Q | | | V | 19+15 0.2455 0.04 Q | | | V | 19+20 0.2458 0.04 Q | | | V | 19+25 0.2460 0.04 Q | | | V | 19+30 0.2463 0.05 Q | | | V | 19+35 0.2467 0.05 Q | | | V | 19+40 0.2470 0.04 Q | | | V | 19+45 0.2472 0.04 Q | | | V | 19+50 0.2475 0.04 Q | | | V | 19+55 0.2477 0.03 Q | | | V | 20+ 0 0.2479 0.03 Q | | | V | 20+ 5 0.2481 0.03 Q | | | V | 20+10 0.2484 0.03 Q | | | V | 20+15 0.2486 0.04 Q | | | V | 20+20 0.2488 0.04 Q | | | V | 20+25 0.2491 0.04 Q | | | V | 20+30 0.2493 0.04 Q | | | V | 20+35 0.2496 0.04 Q | | | V | 20+40 0.2499 0.04 Q | | | V | 20+45 0.2501 0.04 Q | | | V | 20+50 0.2504 0.04 Q | | | V | 20+55 0.2506 0.03 Q | | | V | 21+ 0 0.2508 0.03 Q | | | V | 21+ 5 0.2510 0.03 Q | | | V | 21+10 0.2512 0.03 Q | | | V | 21+15 0.2514 0.03 Q | | | V | 21+20 0.2517 0.03 Q | | | V | 21+25 0.2519 0.03 Q | | | V| 21+30 0.2521 0.03 Q | | | V| 21+35 0.2523 0.03 Q | | | V| 21+40 0.2525 0.03 Q | | | V| 21+45 0.2527 0.03 Q | | | V| 21+50 0.2530 0.03 Q | | | V| 21+55 0.2532 0.03 Q | | | V| 22+ 0 0.2534 0.03 Q | | | V| 22+ 5 0.2536 0.03 Q | | | V| 22+10 0.2538 0.03 Q | | | V| 22+15 0.2540 0.03 Q | | | V| 22+20 0.2543 0.03 Q | | | V| 22+25 0.2545 0.03 Q | | | V| 22+30 0.2547 0.03 Q | | | V| 22+35 0.2549 0.03 Q | | | V| 22+40 0.2550 0.03 Q | | | V| 22+45 0.2552 0.03 Q | | | V| 22+50 0.2554 0.03 Q | | | V| 22+55 0.2556 0.03 Q | | | V| 23+ 0 0.2558 0.03 Q | | | V| 23+ 5 0.2559 0.03 Q | | | V| 23+10 0.2561 0.03 Q | | | V| 23+15 0.2563 0.03 Q | | | V| 23+20 0.2565 0.03 Q | | | V| 23+25 0.2566 0.03 Q | | | V| 23+30 0.2568 0.03 Q | | | V| 23+35 0.2570 0.03 Q | | | V| 23+40 0.2571 0.03 Q | | | V| 23+45 0.2573 0.03 Q | | | V| 23+50 0.2575 0.03 Q | | | V| 23+55 0.2577 0.03 Q | | | V| 24+ 0 0.2578 0.03 Q | | | V| 24+ 5 0.2580 0.02 Q | | | V| 24+10 0.2581 0.02 Q | | | V| 24+15 0.2582 0.01 Q | | | V| 24+20 0.2582 0.01 Q | | | V| 24+25 0.2582 0.00 Q | | | V| 24+30 0.2582 0.00 Q | | | V| 24+35 0.2583 0.00 Q | | | V| 24+40 0.2583 0.00 Q | | | V| 24+45 0.2583 0.00 Q | | | V| 24+50 0.2583 0.00 Q | | | V| 24+55 0.2583 0.00 Q | | | V| 25+ 0 0.2583 0.00 Q | | | V| 25+ 5 0.2583 0.00 Q | | | V| 25+10 0.2583 0.00 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 - 2018, Version 9.0 Study date 12/18/23 File: exwwb242.out

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6615

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

---------------------------------------------------------------------

WHITEWOOD I DEVELOPMENT

EXISTING CONDITION
DMA B 2-YR 24 HOUR STORM EVENT
BY KAM 121823
-------------------------------------------------------------------- Drainage Area = 5.10(Ac.) = 0.008 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 5.10(Ac.) = 0.008 Sq. Mi.

USER Entry of lag time in hours
Lag time = 0.125 Hr.

Lag time = 7.50 Min.
25% of lag time = 1.88 Min.
40% of lag time = 3.00 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]

5.10 1.80 9.18

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

5.10 5.40 27.54

STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 1.800(In)
Area Averaged 100-Year Rainfall = 5.400(In)

Point rain (area averaged) = 1.800(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.800(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

5.100 85.00 0.050
Total Area Entered = 5.10(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

85.0 70.0 0.362 0.050 0.346 1.000 0.346 Sum (F) = 0.346
Area averaged mean soil loss (F) (In/Hr) = 0.346
Minimum soil loss rate ((In/Hr)) = 0.173
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.860
---------------------------------------------------------------------

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 66.667 9.790 0.503 2 0.167 133.333 38.269 1.967 3 0.250 200.000 24.298 1.249 4 0.333 266.667 9.359 0.481 5 0.417 333.333 5.677 0.292 6 0.500 400.000 3.808 0.196 7 0.583 466.667 2.563 0.132 8 0.667 533.333 1.971 0.101 9 0.750 600.000 1.458 0.075 10 0.833 666.667 1.067 0.055 11 0.917 733.333 0.742 0.038 12 1.000 800.000 0.667 0.034 13 1.083 866.667 0.333 0.017 Sum = 100.000 Sum= 5.140
-----------------------------------------------------------------------

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 0.014 ( 0.613) 0.012 0.002 2 0.17 0.07 0.014 ( 0.610) 0.012 0.002 3 0.25 0.07 0.014 ( 0.608) 0.012 0.002 4 0.33 0.10 0.022 ( 0.606) 0.019 0.003 5 0.42 0.10 0.022 ( 0.603) 0.019 0.003 6 0.50 0.10 0.022 ( 0.601) 0.019 0.003 7 0.58 0.10 0.022 ( 0.599) 0.019 0.003 8 0.67 0.10 0.022 ( 0.596) 0.019 0.003 9 0.75 0.10 0.022 ( 0.594) 0.019 0.003 10 0.83 0.13 0.029 ( 0.592) 0.025 0.004 11 0.92 0.13 0.029 ( 0.589) 0.025 0.004 12 1.00 0.13 0.029 ( 0.587) 0.025 0.004 13 1.08 0.10 0.022 ( 0.585) 0.019 0.003 14 1.17 0.10 0.022 ( 0.582) 0.019 0.003 15 1.25 0.10 0.022 ( 0.580) 0.019 0.003 16 1.33 0.10 0.022 ( 0.578) 0.019 0.003 17 1.42 0.10 0.022 ( 0.575) 0.019 0.003 18 1.50 0.10 0.022 ( 0.573) 0.019 0.003 19 1.58 0.10 0.022 ( 0.571) 0.019 0.003 20 1.67 0.10 0.022 ( 0.569) 0.019 0.003 21 1.75 0.10 0.022 ( 0.566) 0.019 0.003 22 1.83 0.13 0.029 ( 0.564) 0.025 0.004 23 1.92 0.13 0.029 ( 0.562) 0.025 0.004 24 2.00 0.13 0.029 ( 0.560) 0.025 0.004 25 2.08 0.13 0.029 ( 0.557) 0.025 0.004 26 2.17 0.13 0.029 ( 0.555) 0.025 0.004 27 2.25 0.13 0.029 ( 0.553) 0.025 0.004 28 2.33 0.13 0.029 ( 0.550) 0.025 0.004 29 2.42 0.13 0.029 ( 0.548) 0.025 0.004 30 2.50 0.13 0.029 ( 0.546) 0.025 0.004 31 2.58 0.17 0.036 ( 0.544) 0.031 0.005 32 2.67 0.17 0.036 ( 0.542) 0.031 0.005 33 2.75 0.17 0.036 ( 0.539) 0.031 0.005 34 2.83 0.17 0.036 ( 0.537) 0.031 0.005 35 2.92 0.17 0.036 ( 0.535) 0.031 0.005 36 3.00 0.17 0.036 ( 0.533) 0.031 0.005 37 3.08 0.17 0.036 ( 0.530) 0.031 0.005 38 3.17 0.17 0.036 ( 0.528) 0.031 0.005 39 3.25 0.17 0.036 ( 0.526) 0.031 0.005 40 3.33 0.17 0.036 ( 0.524) 0.031 0.005 41 3.42 0.17 0.036 ( 0.522) 0.031 0.005 42 3.50 0.17 0.036 ( 0.519) 0.031 0.005 43 3.58 0.17 0.036 ( 0.517) 0.031 0.005 44 3.67 0.17 0.036 ( 0.515) 0.031 0.005 45 3.75 0.17 0.036 ( 0.513) 0.031 0.005 46 3.83 0.20 0.043 ( 0.511) 0.037 0.006 47 3.92 0.20 0.043 ( 0.509) 0.037 0.006 48 4.00 0.20 0.043 ( 0.507) 0.037 0.006 49 4.08 0.20 0.043 ( 0.504) 0.037 0.006 50 4.17 0.20 0.043 ( 0.502) 0.037 0.006 51 4.25 0.20 0.043 ( 0.500) 0.037 0.006 52 4.33 0.23 0.050 ( 0.498) 0.043 0.007 53 4.42 0.23 0.050 ( 0.496) 0.043 0.007 54 4.50 0.23 0.050 ( 0.494) 0.043 0.007 55 4.58 0.23 0.050 ( 0.492) 0.043 0.007 56 4.67 0.23 0.050 ( 0.489) 0.043 0.007 57 4.75 0.23 0.050 ( 0.487) 0.043 0.007 58 4.83 0.27 0.058 ( 0.485) 0.050 0.008 59 4.92 0.27 0.058 ( 0.483) 0.050 0.008 60 5.00 0.27 0.058 ( 0.481) 0.050 0.008 61 5.08 0.20 0.043 ( 0.479) 0.037 0.006 62 5.17 0.20 0.043 ( 0.477) 0.037 0.006 63 5.25 0.20 0.043 ( 0.475) 0.037 0.006 64 5.33 0.23 0.050 ( 0.473) 0.043 0.007 65 5.42 0.23 0.050 ( 0.471) 0.043 0.007 66 5.50 0.23 0.050 ( 0.469) 0.043 0.007 67 5.58 0.27 0.058 ( 0.467) 0.050 0.008 68 5.67 0.27 0.058 ( 0.464) 0.050 0.008 69 5.75 0.27 0.058 ( 0.462) 0.050 0.008 70 5.83 0.27 0.058 ( 0.460) 0.050 0.008 71 5.92 0.27 0.058 ( 0.458) 0.050 0.008 72 6.00 0.27 0.058 ( 0.456) 0.050 0.008 73 6.08 0.30 0.065 ( 0.454) 0.056 0.009 74 6.17 0.30 0.065 ( 0.452) 0.056 0.009 75 6.25 0.30 0.065 ( 0.450) 0.056 0.009 76 6.33 0.30 0.065 ( 0.448) 0.056 0.009 77 6.42 0.30 0.065 ( 0.446) 0.056 0.009 78 6.50 0.30 0.065 ( 0.444) 0.056 0.009 79 6.58 0.33 0.072 ( 0.442) 0.062 0.010 80 6.67 0.33 0.072 ( 0.440) 0.062 0.010 81 6.75 0.33 0.072 ( 0.438) 0.062 0.010 82 6.83 0.33 0.072 ( 0.436) 0.062 0.010 83 6.92 0.33 0.072 ( 0.434) 0.062 0.010 84 7.00 0.33 0.072 ( 0.432) 0.062 0.010 85 7.08 0.33 0.072 ( 0.430) 0.062 0.010 86 7.17 0.33 0.072 ( 0.428) 0.062 0.010 87 7.25 0.33 0.072 ( 0.426) 0.062 0.010 88 7.33 0.37 0.079 ( 0.425) 0.068 0.011 89 7.42 0.37 0.079 ( 0.423) 0.068 0.011 90 7.50 0.37 0.079 ( 0.421) 0.068 0.011 91 7.58 0.40 0.086 ( 0.419) 0.074 0.012 92 7.67 0.40 0.086 ( 0.417) 0.074 0.012 93 7.75 0.40 0.086 ( 0.415) 0.074 0.012 94 7.83 0.43 0.094 ( 0.413) 0.080 0.013 95 7.92 0.43 0.094 ( 0.411) 0.080 0.013 96 8.00 0.43 0.094 ( 0.409) 0.080 0.013 97 8.08 0.50 0.108 ( 0.407) 0.093 0.015 98 8.17 0.50 0.108 ( 0.405) 0.093 0.015 99 8.25 0.50 0.108 ( 0.403) 0.093 0.015 100 8.33 0.50 0.108 ( 0.402) 0.093 0.015 101 8.42 0.50 0.108 ( 0.400) 0.093 0.015 102 8.50 0.50 0.108 ( 0.398) 0.093 0.015 103 8.58 0.53 0.115 ( 0.396) 0.099 0.016 104 8.67 0.53 0.115 ( 0.394) 0.099 0.016 105 8.75 0.53 0.115 ( 0.392) 0.099 0.016 106 8.83 0.57 0.122 ( 0.390) 0.105 0.017 107 8.92 0.57 0.122 ( 0.389) 0.105 0.017 108 9.00 0.57 0.122 ( 0.387) 0.105 0.017 109 9.08 0.63 0.137 ( 0.385) 0.118 0.019 110 9.17 0.63 0.137 ( 0.383) 0.118 0.019 111 9.25 0.63 0.137 ( 0.381) 0.118 0.019 112 9.33 0.67 0.144 ( 0.379) 0.124 0.020 113 9.42 0.67 0.144 ( 0.378) 0.124 0.020 114 9.50 0.67 0.144 ( 0.376) 0.124 0.020 115 9.58 0.70 0.151 ( 0.374) 0.130 0.021 116 9.67 0.70 0.151 ( 0.372) 0.130 0.021 117 9.75 0.70 0.151 ( 0.370) 0.130 0.021 118 9.83 0.73 0.158 ( 0.369) 0.136 0.022 119 9.92 0.73 0.158 ( 0.367) 0.136 0.022 120 10.00 0.73 0.158 ( 0.365) 0.136 0.022 121 10.08 0.50 0.108 ( 0.363) 0.093 0.015 122 10.17 0.50 0.108 ( 0.362) 0.093 0.015 123 10.25 0.50 0.108 ( 0.360) 0.093 0.015 124 10.33 0.50 0.108 ( 0.358) 0.093 0.015 125 10.42 0.50 0.108 ( 0.356) 0.093 0.015 126 10.50 0.50 0.108 ( 0.355) 0.093 0.015 127 10.58 0.67 0.144 ( 0.353) 0.124 0.020 128 10.67 0.67 0.144 ( 0.351) 0.124 0.020 129 10.75 0.67 0.144 ( 0.349) 0.124 0.020 130 10.83 0.67 0.144 ( 0.348) 0.124 0.020 131 10.92 0.67 0.144 ( 0.346) 0.124 0.020 132 11.00 0.67 0.144 ( 0.344) 0.124 0.020 133 11.08 0.63 0.137 ( 0.343) 0.118 0.019 134 11.17 0.63 0.137 ( 0.341) 0.118 0.019 135 11.25 0.63 0.137 ( 0.339) 0.118 0.019 136 11.33 0.63 0.137 ( 0.338) 0.118 0.019 137 11.42 0.63 0.137 ( 0.336) 0.118 0.019 138 11.50 0.63 0.137 ( 0.334) 0.118 0.019 139 11.58 0.57 0.122 ( 0.333) 0.105 0.017 140 11.67 0.57 0.122 ( 0.331) 0.105 0.017 141 11.75 0.57 0.122 ( 0.329) 0.105 0.017 142 11.83 0.60 0.130 ( 0.328) 0.111 0.018 143 11.92 0.60 0.130 ( 0.326) 0.111 0.018 144 12.00 0.60 0.130 ( 0.324) 0.111 0.018 145 12.08 0.83 0.180 ( 0.323) 0.155 0.025 146 12.17 0.83 0.180 ( 0.321) 0.155 0.025 147 12.25 0.83 0.180 ( 0.319) 0.155 0.025 148 12.33 0.87 0.187 ( 0.318) 0.161 0.026 149 12.42 0.87 0.187 ( 0.316) 0.161 0.026 150 12.50 0.87 0.187 ( 0.315) 0.161 0.026 151 12.58 0.93 0.202 ( 0.313) 0.173 0.028 152 12.67 0.93 0.202 ( 0.312) 0.173 0.028 153 12.75 0.93 0.202 ( 0.310) 0.173 0.028 154 12.83 0.97 0.209 ( 0.308) 0.180 0.029 155 12.92 0.97 0.209 ( 0.307) 0.180 0.029 156 13.00 0.97 0.209 ( 0.305) 0.180 0.029 157 13.08 1.13 0.245 ( 0.304) 0.211 0.034 158 13.17 1.13 0.245 ( 0.302) 0.211 0.034 159 13.25 1.13 0.245 ( 0.301) 0.211 0.034 160 13.33 1.13 0.245 ( 0.299) 0.211 0.034 161 13.42 1.13 0.245 ( 0.298) 0.211 0.034 162 13.50 1.13 0.245 ( 0.296) 0.211 0.034 163 13.58 0.77 0.166 ( 0.295) 0.142 0.023 164 13.67 0.77 0.166 ( 0.293) 0.142 0.023 165 13.75 0.77 0.166 ( 0.292) 0.142 0.023 166 13.83 0.77 0.166 ( 0.290) 0.142 0.023 167 13.92 0.77 0.166 ( 0.289) 0.142 0.023 168 14.00 0.77 0.166 ( 0.287) 0.142 0.023 169 14.08 0.90 0.194 ( 0.286) 0.167 0.027 170 14.17 0.90 0.194 ( 0.284) 0.167 0.027 171 14.25 0.90 0.194 ( 0.283) 0.167 0.027 172 14.33 0.87 0.187 ( 0.281) 0.161 0.026 173 14.42 0.87 0.187 ( 0.280) 0.161 0.026 174 14.50 0.87 0.187 ( 0.278) 0.161 0.026 175 14.58 0.87 0.187 ( 0.277) 0.161 0.026 176 14.67 0.87 0.187 ( 0.276) 0.161 0.026 177 14.75 0.87 0.187 ( 0.274) 0.161 0.026 178 14.83 0.83 0.180 ( 0.273) 0.155 0.025 179 14.92 0.83 0.180 ( 0.271) 0.155 0.025 180 15.00 0.83 0.180 ( 0.270) 0.155 0.025 181 15.08 0.80 0.173 ( 0.269) 0.149 0.024 182 15.17 0.80 0.173 ( 0.267) 0.149 0.024 183 15.25 0.80 0.173 ( 0.266) 0.149 0.024 184 15.33 0.77 0.166 ( 0.265) 0.142 0.023 185 15.42 0.77 0.166 ( 0.263) 0.142 0.023 186 15.50 0.77 0.166 ( 0.262) 0.142 0.023 187 15.58 0.63 0.137 ( 0.260) 0.118 0.019 188 15.67 0.63 0.137 ( 0.259) 0.118 0.019 189 15.75 0.63 0.137 ( 0.258) 0.118 0.019 190 15.83 0.63 0.137 ( 0.256) 0.118 0.019 191 15.92 0.63 0.137 ( 0.255) 0.118 0.019 192 16.00 0.63 0.137 ( 0.254) 0.118 0.019 193 16.08 0.13 0.029 ( 0.253) 0.025 0.004 194 16.17 0.13 0.029 ( 0.251) 0.025 0.004 195 16.25 0.13 0.029 ( 0.250) 0.025 0.004 196 16.33 0.13 0.029 ( 0.249) 0.025 0.004 197 16.42 0.13 0.029 ( 0.247) 0.025 0.004 198 16.50 0.13 0.029 ( 0.246) 0.025 0.004 199 16.58 0.10 0.022 ( 0.245) 0.019 0.003 200 16.67 0.10 0.022 ( 0.244) 0.019 0.003 201 16.75 0.10 0.022 ( 0.242) 0.019 0.003 202 16.83 0.10 0.022 ( 0.241) 0.019 0.003 203 16.92 0.10 0.022 ( 0.240) 0.019 0.003 204 17.00 0.10 0.022 ( 0.239) 0.019 0.003 205 17.08 0.17 0.036 ( 0.238) 0.031 0.005 206 17.17 0.17 0.036 ( 0.236) 0.031 0.005 207 17.25 0.17 0.036 ( 0.235) 0.031 0.005 208 17.33 0.17 0.036 ( 0.234) 0.031 0.005 209 17.42 0.17 0.036 ( 0.233) 0.031 0.005 210 17.50 0.17 0.036 ( 0.232) 0.031 0.005 211 17.58 0.17 0.036 ( 0.231) 0.031 0.005 212 17.67 0.17 0.036 ( 0.229) 0.031 0.005 213 17.75 0.17 0.036 ( 0.228) 0.031 0.005 214 17.83 0.13 0.029 ( 0.227) 0.025 0.004 215 17.92 0.13 0.029 ( 0.226) 0.025 0.004 216 18.00 0.13 0.029 ( 0.225) 0.025 0.004 217 18.08 0.13 0.029 ( 0.224) 0.025 0.004 218 18.17 0.13 0.029 ( 0.223) 0.025 0.004 219 18.25 0.13 0.029 ( 0.222) 0.025 0.004 220 18.33 0.13 0.029 ( 0.220) 0.025 0.004 221 18.42 0.13 0.029 ( 0.219) 0.025 0.004 222 18.50 0.13 0.029 ( 0.218) 0.025 0.004 223 18.58 0.10 0.022 ( 0.217) 0.019 0.003 224 18.67 0.10 0.022 ( 0.216) 0.019 0.003 225 18.75 0.10 0.022 ( 0.215) 0.019 0.003 226 18.83 0.07 0.014 ( 0.214) 0.012 0.002 227 18.92 0.07 0.014 ( 0.213) 0.012 0.002 228 19.00 0.07 0.014 ( 0.212) 0.012 0.002 229 19.08 0.10 0.022 ( 0.211) 0.019 0.003 230 19.17 0.10 0.022 ( 0.210) 0.019 0.003 231 19.25 0.10 0.022 ( 0.209) 0.019 0.003 232 19.33 0.13 0.029 ( 0.208) 0.025 0.004 233 19.42 0.13 0.029 ( 0.207) 0.025 0.004 234 19.50 0.13 0.029 ( 0.206) 0.025 0.004 235 19.58 0.10 0.022 ( 0.205) 0.019 0.003 236 19.67 0.10 0.022 ( 0.204) 0.019 0.003 237 19.75 0.10 0.022 ( 0.203) 0.019 0.003 238 19.83 0.07 0.014 ( 0.203) 0.012 0.002 239 19.92 0.07 0.014 ( 0.202) 0.012 0.002 240 20.00 0.07 0.014 ( 0.201) 0.012 0.002 241 20.08 0.10 0.022 ( 0.200) 0.019 0.003 242 20.17 0.10 0.022 ( 0.199) 0.019 0.003 243 20.25 0.10 0.022 ( 0.198) 0.019 0.003 244 20.33 0.10 0.022 ( 0.197) 0.019 0.003 245 20.42 0.10 0.022 ( 0.196) 0.019 0.003 246 20.50 0.10 0.022 ( 0.196) 0.019 0.003 247 20.58 0.10 0.022 ( 0.195) 0.019 0.003 248 20.67 0.10 0.022 ( 0.194) 0.019 0.003 249 20.75 0.10 0.022 ( 0.193) 0.019 0.003 250 20.83 0.07 0.014 ( 0.192) 0.012 0.002 251 20.92 0.07 0.014 ( 0.192) 0.012 0.002 252 21.00 0.07 0.014 ( 0.191) 0.012 0.002 253 21.08 0.10 0.022 ( 0.190) 0.019 0.003 254 21.17 0.10 0.022 ( 0.189) 0.019 0.003 255 21.25 0.10 0.022 ( 0.189) 0.019 0.003 256 21.33 0.07 0.014 ( 0.188) 0.012 0.002 257 21.42 0.07 0.014 ( 0.187) 0.012 0.002 258 21.50 0.07 0.014 ( 0.186) 0.012 0.002 259 21.58 0.10 0.022 ( 0.186) 0.019 0.003 260 21.67 0.10 0.022 ( 0.185) 0.019 0.003 261 21.75 0.10 0.022 ( 0.184) 0.019 0.003 262 21.83 0.07 0.014 ( 0.184) 0.012 0.002 263 21.92 0.07 0.014 ( 0.183) 0.012 0.002 264 22.00 0.07 0.014 ( 0.183) 0.012 0.002 265 22.08 0.10 0.022 ( 0.182) 0.019 0.003 266 22.17 0.10 0.022 ( 0.181) 0.019 0.003 267 22.25 0.10 0.022 ( 0.181) 0.019 0.003 268 22.33 0.07 0.014 ( 0.180) 0.012 0.002 269 22.42 0.07 0.014 ( 0.180) 0.012 0.002 270 22.50 0.07 0.014 ( 0.179) 0.012 0.002 271 22.58 0.07 0.014 ( 0.179) 0.012 0.002 272 22.67 0.07 0.014 ( 0.178) 0.012 0.002 273 22.75 0.07 0.014 ( 0.178) 0.012 0.002 274 22.83 0.07 0.014 ( 0.177) 0.012 0.002 275 22.92 0.07 0.014 ( 0.177) 0.012 0.002 276 23.00 0.07 0.014 ( 0.176) 0.012 0.002 277 23.08 0.07 0.014 ( 0.176) 0.012 0.002 278 23.17 0.07 0.014 ( 0.175) 0.012 0.002 279 23.25 0.07 0.014 ( 0.175) 0.012 0.002 280 23.33 0.07 0.014 ( 0.175) 0.012 0.002 281 23.42 0.07 0.014 ( 0.174) 0.012 0.002 282 23.50 0.07 0.014 ( 0.174) 0.012 0.002 283 23.58 0.07 0.014 ( 0.174) 0.012 0.002 284 23.67 0.07 0.014 ( 0.174) 0.012 0.002 285 23.75 0.07 0.014 ( 0.173) 0.012 0.002 286 23.83 0.07 0.014 ( 0.173) 0.012 0.002 287 23.92 0.07 0.014 ( 0.173) 0.012 0.002 288 24.00 0.07 0.014 ( 0.173) 0.012 0.002 (Loss Rate Not Used)
Sum = 100.0 Sum = 3.0 Flood volume = Effective rainfall 0.25(In)
times area 5.1(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft) Total soil loss = 1.55(In)
Total soil loss = 0.658(Ac.Ft)
Total rainfall = 1.80(In)
Flood volume = 4665.2 Cubic Feet
Total soil loss = 28657.8 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.174(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 0.0000 0.00 Q | | | | 0+10 0.0000 0.00 Q | | | | 0+15 0.0001 0.01 Q | | | | 0+20 0.0002 0.01 Q | | | | 0+25 0.0002 0.01 Q | | | | 0+30 0.0003 0.01 Q | | | | 0+35 0.0004 0.01 Q | | | | 0+40 0.0005 0.01 Q | | | | 0+45 0.0006 0.01 Q | | | | 0+50 0.0007 0.02 Q | | | | 0+55 0.0009 0.02 Q | | | | 1+ 0 0.0010 0.02 Q | | | | 1+ 5 0.0011 0.02 Q | | | | 1+10 0.0012 0.02 Q | | | | 1+15 0.0014 0.02 Q | | | | 1+20 0.0015 0.02 Q | | | | 1+25 0.0016 0.02 Q | | | | 1+30 0.0017 0.02 Q | | | | 1+35 0.0018 0.02 Q | | | | 1+40 0.0019 0.02 Q | | | | 1+45 0.0020 0.02 Q | | | | 1+50 0.0021 0.02 Q | | | | 1+55 0.0022 0.02 Q | | | | 2+ 0 0.0024 0.02 Q | | | | 2+ 5 0.0025 0.02 Q | | | | 2+10 0.0026 0.02 Q | | | | 2+15 0.0028 0.02 QV | | | | 2+20 0.0029 0.02 QV | | | | 2+25 0.0031 0.02 QV | | | | 2+30 0.0032 0.02 QV | | | | 2+35 0.0034 0.02 QV | | | | 2+40 0.0035 0.02 QV | | | | 2+45 0.0037 0.02 QV | | | | 2+50 0.0039 0.02 QV | | | | 2+55 0.0040 0.03 QV | | | | 3+ 0 0.0042 0.03 QV | | | | 3+ 5 0.0044 0.03 QV | | | | 3+10 0.0046 0.03 QV | | | | 3+15 0.0047 0.03 QV | | | | 3+20 0.0049 0.03 QV | | | | 3+25 0.0051 0.03 QV | | | | 3+30 0.0053 0.03 QV | | | | 3+35 0.0055 0.03 Q V | | | | 3+40 0.0056 0.03 Q V | | | | 3+45 0.0058 0.03 Q V | | | | 3+50 0.0060 0.03 Q V | | | | 3+55 0.0062 0.03 Q V | | | | 4+ 0 0.0064 0.03 Q V | | | | 4+ 5 0.0066 0.03 Q V | | | | 4+10 0.0068 0.03 Q V | | | | 4+15 0.0070 0.03 Q V | | | | 4+20 0.0072 0.03 Q V | | | | 4+25 0.0075 0.03 Q V | | | | 4+30 0.0077 0.03 Q V | | | | 4+35 0.0079 0.04 Q V | | | | 4+40 0.0082 0.04 Q V | | | | 4+45 0.0084 0.04 Q V | | | | 4+50 0.0087 0.04 Q V | | | | 4+55 0.0090 0.04 Q V | | | | 5+ 0 0.0092 0.04 Q V | | | | 5+ 5 0.0095 0.04 Q V | | | | 5+10 0.0097 0.04 Q V | | | | 5+15 0.0100 0.03 Q V | | | | 5+20 0.0102 0.03 Q V | | | | 5+25 0.0104 0.03 Q V | | | | 5+30 0.0107 0.04 Q V | | | | 5+35 0.0109 0.04 Q V | | | | 5+40 0.0112 0.04 Q V | | | | 5+45 0.0115 0.04 Q V | | | | 5+50 0.0118 0.04 Q V | | | | 5+55 0.0120 0.04 Q V | | | | 6+ 0 0.0123 0.04 Q V | | | | 6+ 5 0.0126 0.04 Q V | | | | 6+10 0.0129 0.04 Q V | | | | 6+15 0.0132 0.05 Q V | | | | 6+20 0.0135 0.05 Q V | | | | 6+25 0.0138 0.05 Q V | | | | 6+30 0.0142 0.05 Q V | | | | 6+35 0.0145 0.05 Q V | | | | 6+40 0.0148 0.05 Q V | | | | 6+45 0.0152 0.05 Q V | | | | 6+50 0.0155 0.05 Q V | | | | 6+55 0.0159 0.05 Q V | | | | 7+ 0 0.0162 0.05 Q V | | | | 7+ 5 0.0166 0.05 Q V | | | | 7+10 0.0169 0.05 Q V | | | | 7+15 0.0173 0.05 Q V | | | | 7+20 0.0177 0.05 Q V | | | | 7+25 0.0180 0.05 Q V | | | | 7+30 0.0184 0.06 Q V | | | | 7+35 0.0188 0.06 Q V | | | | 7+40 0.0192 0.06 Q V | | | | 7+45 0.0196 0.06 Q V | | | | 7+50 0.0200 0.06 Q V | | | | 7+55 0.0205 0.06 Q V | | | | 8+ 0 0.0209 0.07 Q V | | | | 8+ 5 0.0214 0.07 Q V | | | | 8+10 0.0219 0.07 Q V | | | | 8+15 0.0224 0.07 Q V | | | | 8+20 0.0229 0.08 Q V | | | | 8+25 0.0234 0.08 Q V | | | | 8+30 0.0240 0.08 Q V | | | | 8+35 0.0245 0.08 Q V| | | | 8+40 0.0251 0.08 Q V| | | | 8+45 0.0256 0.08 Q V| | | | 8+50 0.0262 0.08 Q V| | | | 8+55 0.0268 0.08 Q V| | | | 9+ 0 0.0274 0.09 Q V | | | 9+ 5 0.0280 0.09 Q V | | | 9+10 0.0286 0.09 Q V | | | 9+15 0.0293 0.10 Q V | | | 9+20 0.0299 0.10 Q |V | | | 9+25 0.0306 0.10 Q |V | | | 9+30 0.0313 0.10 Q |V | | | 9+35 0.0320 0.10 Q |V | | | 9+40 0.0327 0.11 Q | V | | | 9+45 0.0335 0.11 Q | V | | | 9+50 0.0342 0.11 Q | V | | | 9+55 0.0350 0.11 Q | V | | | 10+ 0 0.0357 0.11 Q | V | | | 10+ 5 0.0365 0.11 Q | V | | | 10+10 0.0371 0.10 Q | V | | | 10+15 0.0377 0.09 Q | V | | | 10+20 0.0383 0.08 Q | V | | | 10+25 0.0389 0.08 Q | V | | | 10+30 0.0394 0.08 Q | V | | | 10+35 0.0400 0.08 Q | V | | | 10+40 0.0406 0.09 Q | V | | | 10+45 0.0413 0.10 Q | V | | | 10+50 0.0420 0.10 Q | V | | | 10+55 0.0427 0.10 Q | V | | | 11+ 0 0.0434 0.10 Q | V | | | 11+ 5 0.0441 0.10 Q | V | | | 11+10 0.0448 0.10 Q | V | | | 11+15 0.0455 0.10 Q | V | | | 11+20 0.0462 0.10 Q | V | | | 11+25 0.0468 0.10 Q | V | | | 11+30 0.0475 0.10 Q | V | | | 11+35 0.0482 0.10 Q | V | | | 11+40 0.0488 0.09 Q | V | | | 11+45 0.0495 0.09 Q | V | | | 11+50 0.0501 0.09 Q | V | | | 11+55 0.0507 0.09 Q | V | | | 12+ 0 0.0514 0.09 Q | V| | | 12+ 5 0.0520 0.10 Q | V| | | 12+10 0.0528 0.11 Q | V| | | 12+15 0.0536 0.12 Q | V | | 12+20 0.0545 0.12 Q | V | | 12+25 0.0553 0.13 Q | V | | 12+30 0.0562 0.13 Q | |V | | 12+35 0.0571 0.13 Q | |V | | 12+40 0.0581 0.14 Q | |V | | 12+45 0.0591 0.14 Q | | V | | 12+50 0.0600 0.14 Q | | V | | 12+55 0.0610 0.15 Q | | V | | 13+ 0 0.0621 0.15 Q | | V | | 13+ 5 0.0631 0.15 Q | | V | | 13+10 0.0642 0.16 Q | | V | | 13+15 0.0654 0.17 Q | | V | | 13+20 0.0666 0.17 Q | | V | | 13+25 0.0677 0.17 Q | | V | | 13+30 0.0689 0.17 Q | | V | | 13+35 0.0701 0.17 Q | | V | | 13+40 0.0711 0.15 Q | | V | | 13+45 0.0720 0.13 Q | | V | | 13+50 0.0729 0.13 Q | | V | | 13+55 0.0738 0.13 Q | | V | | 14+ 0 0.0747 0.12 Q | | V | | 14+ 5 0.0755 0.12 Q | | V | | 14+10 0.0764 0.13 Q | | V | | 14+15 0.0774 0.14 Q | | V | | 14+20 0.0783 0.14 Q | | V| | 14+25 0.0792 0.14 Q | | V| | 14+30 0.0802 0.13 Q | | V| | 14+35 0.0811 0.13 Q | | V | 14+40 0.0820 0.13 Q | | V | 14+45 0.0829 0.13 Q | | V | 14+50 0.0839 0.13 Q | | |V | 14+55 0.0848 0.13 Q | | |V | 15+ 0 0.0857 0.13 Q | | |V | 15+ 5 0.0866 0.13 Q | | | V | 15+10 0.0875 0.13 Q | | | V | 15+15 0.0883 0.13 Q | | | V | 15+20 0.0892 0.13 Q | | | V | 15+25 0.0900 0.12 Q | | | V | 15+30 0.0909 0.12 Q | | | V | 15+35 0.0917 0.12 Q | | | V | 15+40 0.0924 0.11 Q | | | V | 15+45 0.0932 0.10 Q | | | V | 15+50 0.0939 0.10 Q | | | V | 15+55 0.0946 0.10 Q | | | V | 16+ 0 0.0953 0.10 Q | | | V | 16+ 5 0.0959 0.09 Q | | | V | 16+10 0.0963 0.06 Q | | | V | 16+15 0.0966 0.04 Q | | | V | 16+20 0.0969 0.04 Q | | | V | 16+25 0.0971 0.03 Q | | | V | 16+30 0.0973 0.03 Q | | | V | 16+35 0.0974 0.03 Q | | | V | 16+40 0.0976 0.02 Q | | | V | 16+45 0.0977 0.02 Q | | | V | 16+50 0.0978 0.02 Q | | | V | 16+55 0.0980 0.02 Q | | | V | 17+ 0 0.0981 0.02 Q | | | V | 17+ 5 0.0982 0.02 Q | | | V | 17+10 0.0983 0.02 Q | | | V | 17+15 0.0985 0.02 Q | | | V | 17+20 0.0987 0.02 Q | | | V | 17+25 0.0988 0.02 Q | | | V | 17+30 0.0990 0.03 Q | | | V | 17+35 0.0992 0.03 Q | | | V | 17+40 0.0993 0.03 Q | | | V | 17+45 0.0995 0.03 Q | | | V | 17+50 0.0997 0.03 Q | | | V | 17+55 0.0999 0.02 Q | | | V | 18+ 0 0.1000 0.02 Q | | | V | 18+ 5 0.1002 0.02 Q | | | V | 18+10 0.1003 0.02 Q | | | V | 18+15 0.1005 0.02 Q | | | V | 18+20 0.1006 0.02 Q | | | V | 18+25 0.1007 0.02 Q | | | V | 18+30 0.1009 0.02 Q | | | V | 18+35 0.1010 0.02 Q | | | V | 18+40 0.1012 0.02 Q | | | V | 18+45 0.1013 0.02 Q | | | V | 18+50 0.1014 0.02 Q | | | V | 18+55 0.1015 0.01 Q | | | V | 19+ 0 0.1016 0.01 Q | | | V | 19+ 5 0.1016 0.01 Q | | | V | 19+10 0.1017 0.01 Q | | | V | 19+15 0.1018 0.01 Q | | | V | 19+20 0.1019 0.02 Q | | | V | 19+25 0.1021 0.02 Q | | | V | 19+30 0.1022 0.02 Q | | | V | 19+35 0.1023 0.02 Q | | | V | 19+40 0.1024 0.02 Q | | | V | 19+45 0.1026 0.02 Q | | | V | 19+50 0.1027 0.02 Q | | | V | 19+55 0.1028 0.01 Q | | | V | 20+ 0 0.1028 0.01 Q | | | V | 20+ 5 0.1029 0.01 Q | | | V | 20+10 0.1030 0.01 Q | | | V | 20+15 0.1031 0.01 Q | | | V | 20+20 0.1032 0.02 Q | | | V | 20+25 0.1033 0.02 Q | | | V | 20+30 0.1034 0.02 Q | | | V | 20+35 0.1035 0.02 Q | | | V | 20+40 0.1036 0.02 Q | | | V | 20+45 0.1038 0.02 Q | | | V | 20+50 0.1039 0.01 Q | | | V | 20+55 0.1039 0.01 Q | | | V | 21+ 0 0.1040 0.01 Q | | | V | 21+ 5 0.1041 0.01 Q | | | V | 21+10 0.1042 0.01 Q | | | V | 21+15 0.1043 0.01 Q | | | V | 21+20 0.1044 0.01 Q | | | V | 21+25 0.1045 0.01 Q | | | V| 21+30 0.1046 0.01 Q | | | V| 21+35 0.1046 0.01 Q | | | V| 21+40 0.1047 0.01 Q | | | V| 21+45 0.1048 0.01 Q | | | V| 21+50 0.1049 0.01 Q | | | V| 21+55 0.1050 0.01 Q | | | V| 22+ 0 0.1051 0.01 Q | | | V| 22+ 5 0.1052 0.01 Q | | | V| 22+10 0.1053 0.01 Q | | | V| 22+15 0.1054 0.01 Q | | | V| 22+20 0.1055 0.01 Q | | | V| 22+25 0.1056 0.01 Q | | | V| 22+30 0.1056 0.01 Q | | | V| 22+35 0.1057 0.01 Q | | | V| 22+40 0.1058 0.01 Q | | | V| 22+45 0.1059 0.01 Q | | | V| 22+50 0.1059 0.01 Q | | | V| 22+55 0.1060 0.01 Q | | | V| 23+ 0 0.1061 0.01 Q | | | V| 23+ 5 0.1062 0.01 Q | | | V| 23+10 0.1062 0.01 Q | | | V| 23+15 0.1063 0.01 Q | | | V| 23+20 0.1064 0.01 Q | | | V| 23+25 0.1064 0.01 Q | | | V| 23+30 0.1065 0.01 Q | | | V| 23+35 0.1066 0.01 Q | | | V| 23+40 0.1067 0.01 Q | | | V| 23+45 0.1067 0.01 Q | | | V| 23+50 0.1068 0.01 Q | | | V| 23+55 0.1069 0.01 Q | | | V| 24+ 0 0.1069 0.01 Q | | | V| 24+ 5 0.1070 0.01 Q | | | V| 24+10 0.1070 0.01 Q | | | V| 24+15 0.1071 0.00 Q | | | V| 24+20 0.1071 0.00 Q | | | V| 24+25 0.1071 0.00 Q | | | V| 24+30 0.1071 0.00 Q | | | V| 24+35 0.1071 0.00 Q | | | V| 24+40 0.1071 0.00 Q | | | V| 24+45 0.1071 0.00 Q | | | V| 24+50 0.1071 0.00 Q | | | V| 24+55 0.1071 0.00 Q | | | V| 25+ 0 0.1071 0.00 Q | | | V -----------------------------------------------------------------------

UNIT HYDROGRAPH

PROPOSED CONDITION

10-YEAR 24-HOUR STORM EVENT

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 - 2018, Version 9.0 Study date 12/18/23 File: PRWWA2410.out

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6615

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

---------------------------------------------------------------------

WHITEWOOD I DEVELOPMENT

PROPOSED CONDITION
DMA A 10-YEAR 24-HOUR STORM EVENT
BY KAM 121823
-------------------------------------------------------------------- Drainage Area = 9.90(Ac.) = 0.015 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 9.90(Ac.) = 0.015 Sq. Mi.

USER Entry of lag time in hours
Lag time = 0.102 Hr.

Lag time = 6.12 Min.
25% of lag time = 1.53 Min.
40% of lag time = 2.45 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]

9.90 1.80 17.82

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

9.90 5.40 53.46

STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 1.800(In)
Area Averaged 100-Year Rainfall = 5.400(In)

Point rain (area averaged) = 3.281(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 3.281(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

9.900 75.00 0.720
Total Area Entered = 9.90(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

75.0 75.0 0.303 0.720 0.107 1.000 0.107 Sum (F) = 0.107
Area averaged mean soil loss (F) (In/Hr) = 0.107
Minimum soil loss rate ((In/Hr)) = 0.053
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.324
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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 81.699 13.777 1.375 2 0.167 163.399 44.981 4.488 3 0.250 245.098 19.454 1.941 4 0.333 326.797 8.134 0.812 5 0.417 408.497 4.872 0.486 6 0.500 490.196 3.041 0.303 7 0.583 571.895 2.207 0.220 8 0.667 653.595 1.492 0.149 9 0.750 735.294 0.986 0.098 10 0.833 816.993 1.056 0.105 Sum = 100.000 Sum= 9.977
-----------------------------------------------------------------------

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 0.026 ( 0.189) 0.009 0.018 2 0.17 0.07 0.026 ( 0.188) 0.009 0.018 3 0.25 0.07 0.026 ( 0.188) 0.009 0.018 4 0.33 0.10 0.039 ( 0.187) 0.013 0.027 5 0.42 0.10 0.039 ( 0.186) 0.013 0.027 6 0.50 0.10 0.039 ( 0.185) 0.013 0.027 7 0.58 0.10 0.039 ( 0.185) 0.013 0.027 8 0.67 0.10 0.039 ( 0.184) 0.013 0.027 9 0.75 0.10 0.039 ( 0.183) 0.013 0.027 10 0.83 0.13 0.052 ( 0.183) 0.017 0.035 11 0.92 0.13 0.052 ( 0.182) 0.017 0.035 12 1.00 0.13 0.052 ( 0.181) 0.017 0.035 13 1.08 0.10 0.039 ( 0.180) 0.013 0.027 14 1.17 0.10 0.039 ( 0.180) 0.013 0.027 15 1.25 0.10 0.039 ( 0.179) 0.013 0.027 16 1.33 0.10 0.039 ( 0.178) 0.013 0.027 17 1.42 0.10 0.039 ( 0.178) 0.013 0.027 18 1.50 0.10 0.039 ( 0.177) 0.013 0.027 19 1.58 0.10 0.039 ( 0.176) 0.013 0.027 20 1.67 0.10 0.039 ( 0.175) 0.013 0.027 21 1.75 0.10 0.039 ( 0.175) 0.013 0.027 22 1.83 0.13 0.052 ( 0.174) 0.017 0.035 23 1.92 0.13 0.052 ( 0.173) 0.017 0.035 24 2.00 0.13 0.052 ( 0.173) 0.017 0.035 25 2.08 0.13 0.052 ( 0.172) 0.017 0.035 26 2.17 0.13 0.052 ( 0.171) 0.017 0.035 27 2.25 0.13 0.052 ( 0.171) 0.017 0.035 28 2.33 0.13 0.052 ( 0.170) 0.017 0.035 29 2.42 0.13 0.052 ( 0.169) 0.017 0.035 30 2.50 0.13 0.052 ( 0.168) 0.017 0.035 31 2.58 0.17 0.066 ( 0.168) 0.021 0.044 32 2.67 0.17 0.066 ( 0.167) 0.021 0.044 33 2.75 0.17 0.066 ( 0.166) 0.021 0.044 34 2.83 0.17 0.066 ( 0.166) 0.021 0.044 35 2.92 0.17 0.066 ( 0.165) 0.021 0.044 36 3.00 0.17 0.066 ( 0.164) 0.021 0.044 37 3.08 0.17 0.066 ( 0.164) 0.021 0.044 38 3.17 0.17 0.066 ( 0.163) 0.021 0.044 39 3.25 0.17 0.066 ( 0.162) 0.021 0.044 40 3.33 0.17 0.066 ( 0.162) 0.021 0.044 41 3.42 0.17 0.066 ( 0.161) 0.021 0.044 42 3.50 0.17 0.066 ( 0.160) 0.021 0.044 43 3.58 0.17 0.066 ( 0.160) 0.021 0.044 44 3.67 0.17 0.066 ( 0.159) 0.021 0.044 45 3.75 0.17 0.066 ( 0.158) 0.021 0.044 46 3.83 0.20 0.079 ( 0.158) 0.026 0.053 47 3.92 0.20 0.079 ( 0.157) 0.026 0.053 48 4.00 0.20 0.079 ( 0.156) 0.026 0.053 49 4.08 0.20 0.079 ( 0.156) 0.026 0.053 50 4.17 0.20 0.079 ( 0.155) 0.026 0.053 51 4.25 0.20 0.079 ( 0.154) 0.026 0.053 52 4.33 0.23 0.092 ( 0.154) 0.030 0.062 53 4.42 0.23 0.092 ( 0.153) 0.030 0.062 54 4.50 0.23 0.092 ( 0.152) 0.030 0.062 55 4.58 0.23 0.092 ( 0.152) 0.030 0.062 56 4.67 0.23 0.092 ( 0.151) 0.030 0.062 57 4.75 0.23 0.092 ( 0.150) 0.030 0.062 58 4.83 0.27 0.105 ( 0.150) 0.034 0.071 59 4.92 0.27 0.105 ( 0.149) 0.034 0.071 60 5.00 0.27 0.105 ( 0.148) 0.034 0.071 61 5.08 0.20 0.079 ( 0.148) 0.026 0.053 62 5.17 0.20 0.079 ( 0.147) 0.026 0.053 63 5.25 0.20 0.079 ( 0.146) 0.026 0.053 64 5.33 0.23 0.092 ( 0.146) 0.030 0.062 65 5.42 0.23 0.092 ( 0.145) 0.030 0.062 66 5.50 0.23 0.092 ( 0.145) 0.030 0.062 67 5.58 0.27 0.105 ( 0.144) 0.034 0.071 68 5.67 0.27 0.105 ( 0.143) 0.034 0.071 69 5.75 0.27 0.105 ( 0.143) 0.034 0.071 70 5.83 0.27 0.105 ( 0.142) 0.034 0.071 71 5.92 0.27 0.105 ( 0.141) 0.034 0.071 72 6.00 0.27 0.105 ( 0.141) 0.034 0.071 73 6.08 0.30 0.118 ( 0.140) 0.038 0.080 74 6.17 0.30 0.118 ( 0.140) 0.038 0.080 75 6.25 0.30 0.118 ( 0.139) 0.038 0.080 76 6.33 0.30 0.118 ( 0.138) 0.038 0.080 77 6.42 0.30 0.118 ( 0.138) 0.038 0.080 78 6.50 0.30 0.118 ( 0.137) 0.038 0.080 79 6.58 0.33 0.131 ( 0.136) 0.043 0.089 80 6.67 0.33 0.131 ( 0.136) 0.043 0.089 81 6.75 0.33 0.131 ( 0.135) 0.043 0.089 82 6.83 0.33 0.131 ( 0.135) 0.043 0.089 83 6.92 0.33 0.131 ( 0.134) 0.043 0.089 84 7.00 0.33 0.131 ( 0.133) 0.043 0.089 85 7.08 0.33 0.131 ( 0.133) 0.043 0.089 86 7.17 0.33 0.131 ( 0.132) 0.043 0.089 87 7.25 0.33 0.131 ( 0.132) 0.043 0.089 88 7.33 0.37 0.144 ( 0.131) 0.047 0.098 89 7.42 0.37 0.144 ( 0.130) 0.047 0.098 90 7.50 0.37 0.144 ( 0.130) 0.047 0.098 91 7.58 0.40 0.157 ( 0.129) 0.051 0.106 92 7.67 0.40 0.157 ( 0.129) 0.051 0.106 93 7.75 0.40 0.157 ( 0.128) 0.051 0.106 94 7.83 0.43 0.171 ( 0.127) 0.055 0.115 95 7.92 0.43 0.171 ( 0.127) 0.055 0.115 96 8.00 0.43 0.171 ( 0.126) 0.055 0.115 97 8.08 0.50 0.197 ( 0.126) 0.064 0.133 98 8.17 0.50 0.197 ( 0.125) 0.064 0.133 99 8.25 0.50 0.197 ( 0.124) 0.064 0.133 100 8.33 0.50 0.197 ( 0.124) 0.064 0.133 101 8.42 0.50 0.197 ( 0.123) 0.064 0.133 102 8.50 0.50 0.197 ( 0.123) 0.064 0.133 103 8.58 0.53 0.210 ( 0.122) 0.068 0.142 104 8.67 0.53 0.210 ( 0.122) 0.068 0.142 105 8.75 0.53 0.210 ( 0.121) 0.068 0.142 106 8.83 0.57 0.223 ( 0.120) 0.072 0.151 107 8.92 0.57 0.223 ( 0.120) 0.072 0.151 108 9.00 0.57 0.223 ( 0.119) 0.072 0.151 109 9.08 0.63 0.249 ( 0.119) 0.081 0.169 110 9.17 0.63 0.249 ( 0.118) 0.081 0.169 111 9.25 0.63 0.249 ( 0.118) 0.081 0.169 112 9.33 0.67 0.262 ( 0.117) 0.085 0.177 113 9.42 0.67 0.262 ( 0.116) 0.085 0.177 114 9.50 0.67 0.262 ( 0.116) 0.085 0.177 115 9.58 0.70 0.276 ( 0.115) 0.089 0.186 116 9.67 0.70 0.276 ( 0.115) 0.089 0.186 117 9.75 0.70 0.276 ( 0.114) 0.089 0.186 118 9.83 0.73 0.289 ( 0.114) 0.094 0.195 119 9.92 0.73 0.289 ( 0.113) 0.094 0.195 120 10.00 0.73 0.289 ( 0.113) 0.094 0.195 121 10.08 0.50 0.197 ( 0.112) 0.064 0.133 122 10.17 0.50 0.197 ( 0.112) 0.064 0.133 123 10.25 0.50 0.197 ( 0.111) 0.064 0.133 124 10.33 0.50 0.197 ( 0.110) 0.064 0.133 125 10.42 0.50 0.197 ( 0.110) 0.064 0.133 126 10.50 0.50 0.197 ( 0.109) 0.064 0.133 127 10.58 0.67 0.262 ( 0.109) 0.085 0.177 128 10.67 0.67 0.262 ( 0.108) 0.085 0.177 129 10.75 0.67 0.262 ( 0.108) 0.085 0.177 130 10.83 0.67 0.262 ( 0.107) 0.085 0.177 131 10.92 0.67 0.262 ( 0.107) 0.085 0.177 132 11.00 0.67 0.262 ( 0.106) 0.085 0.177 133 11.08 0.63 0.249 ( 0.106) 0.081 0.169 134 11.17 0.63 0.249 ( 0.105) 0.081 0.169 135 11.25 0.63 0.249 ( 0.105) 0.081 0.169 136 11.33 0.63 0.249 ( 0.104) 0.081 0.169 137 11.42 0.63 0.249 ( 0.104) 0.081 0.169 138 11.50 0.63 0.249 ( 0.103) 0.081 0.169 139 11.58 0.57 0.223 ( 0.103) 0.072 0.151 140 11.67 0.57 0.223 ( 0.102) 0.072 0.151 141 11.75 0.57 0.223 ( 0.102) 0.072 0.151 142 11.83 0.60 0.236 ( 0.101) 0.077 0.160 143 11.92 0.60 0.236 ( 0.101) 0.077 0.160 144 12.00 0.60 0.236 ( 0.100) 0.077 0.160 145 12.08 0.83 0.328 0.100 ( 0.106) 0.229 146 12.17 0.83 0.328 0.099 ( 0.106) 0.229 147 12.25 0.83 0.328 0.099 ( 0.106) 0.230 148 12.33 0.87 0.341 0.098 ( 0.111) 0.243 149 12.42 0.87 0.341 0.098 ( 0.111) 0.244 150 12.50 0.87 0.341 0.097 ( 0.111) 0.244 151 12.58 0.93 0.367 0.097 ( 0.119) 0.271 152 12.67 0.93 0.367 0.096 ( 0.119) 0.271 153 12.75 0.93 0.367 0.096 ( 0.119) 0.272 154 12.83 0.97 0.381 0.095 ( 0.123) 0.285 155 12.92 0.97 0.381 0.095 ( 0.123) 0.286 156 13.00 0.97 0.381 0.094 ( 0.123) 0.286 157 13.08 1.13 0.446 0.094 ( 0.145) 0.353 158 13.17 1.13 0.446 0.093 ( 0.145) 0.353 159 13.25 1.13 0.446 0.093 ( 0.145) 0.353 160 13.33 1.13 0.446 0.092 ( 0.145) 0.354 161 13.42 1.13 0.446 0.092 ( 0.145) 0.354 162 13.50 1.13 0.446 0.091 ( 0.145) 0.355 163 13.58 0.77 0.302 0.091 ( 0.098) 0.211 164 13.67 0.77 0.302 0.090 ( 0.098) 0.211 165 13.75 0.77 0.302 0.090 ( 0.098) 0.212 166 13.83 0.77 0.302 0.090 ( 0.098) 0.212 167 13.92 0.77 0.302 0.089 ( 0.098) 0.213 168 14.00 0.77 0.302 0.089 ( 0.098) 0.213 169 14.08 0.90 0.354 0.088 ( 0.115) 0.266 170 14.17 0.90 0.354 0.088 ( 0.115) 0.267 171 14.25 0.90 0.354 0.087 ( 0.115) 0.267 172 14.33 0.87 0.341 0.087 ( 0.111) 0.254 173 14.42 0.87 0.341 0.086 ( 0.111) 0.255 174 14.50 0.87 0.341 0.086 ( 0.111) 0.255 175 14.58 0.87 0.341 0.085 ( 0.111) 0.256 176 14.67 0.87 0.341 0.085 ( 0.111) 0.256 177 14.75 0.87 0.341 0.085 ( 0.111) 0.257 178 14.83 0.83 0.328 0.084 ( 0.106) 0.244 179 14.92 0.83 0.328 0.084 ( 0.106) 0.244 180 15.00 0.83 0.328 0.083 ( 0.106) 0.245 181 15.08 0.80 0.315 0.083 ( 0.102) 0.232 182 15.17 0.80 0.315 0.082 ( 0.102) 0.233 183 15.25 0.80 0.315 0.082 ( 0.102) 0.233 184 15.33 0.77 0.302 0.082 ( 0.098) 0.220 185 15.42 0.77 0.302 0.081 ( 0.098) 0.221 186 15.50 0.77 0.302 0.081 ( 0.098) 0.221 187 15.58 0.63 0.249 0.080 ( 0.081) 0.169 188 15.67 0.63 0.249 0.080 ( 0.081) 0.169 189 15.75 0.63 0.249 0.080 ( 0.081) 0.170 190 15.83 0.63 0.249 0.079 ( 0.081) 0.170 191 15.92 0.63 0.249 0.079 ( 0.081) 0.171 192 16.00 0.63 0.249 0.078 ( 0.081) 0.171 193 16.08 0.13 0.052 ( 0.078) 0.017 0.035 194 16.17 0.13 0.052 ( 0.078) 0.017 0.035 195 16.25 0.13 0.052 ( 0.077) 0.017 0.035 196 16.33 0.13 0.052 ( 0.077) 0.017 0.035 197 16.42 0.13 0.052 ( 0.076) 0.017 0.035 198 16.50 0.13 0.052 ( 0.076) 0.017 0.035 199 16.58 0.10 0.039 ( 0.076) 0.013 0.027 200 16.67 0.10 0.039 ( 0.075) 0.013 0.027 201 16.75 0.10 0.039 ( 0.075) 0.013 0.027 202 16.83 0.10 0.039 ( 0.074) 0.013 0.027 203 16.92 0.10 0.039 ( 0.074) 0.013 0.027 204 17.00 0.10 0.039 ( 0.074) 0.013 0.027 205 17.08 0.17 0.066 ( 0.073) 0.021 0.044 206 17.17 0.17 0.066 ( 0.073) 0.021 0.044 207 17.25 0.17 0.066 ( 0.073) 0.021 0.044 208 17.33 0.17 0.066 ( 0.072) 0.021 0.044 209 17.42 0.17 0.066 ( 0.072) 0.021 0.044 210 17.50 0.17 0.066 ( 0.071) 0.021 0.044 211 17.58 0.17 0.066 ( 0.071) 0.021 0.044 212 17.67 0.17 0.066 ( 0.071) 0.021 0.044 213 17.75 0.17 0.066 ( 0.070) 0.021 0.044 214 17.83 0.13 0.052 ( 0.070) 0.017 0.035 215 17.92 0.13 0.052 ( 0.070) 0.017 0.035 216 18.00 0.13 0.052 ( 0.069) 0.017 0.035 217 18.08 0.13 0.052 ( 0.069) 0.017 0.035 218 18.17 0.13 0.052 ( 0.069) 0.017 0.035 219 18.25 0.13 0.052 ( 0.068) 0.017 0.035 220 18.33 0.13 0.052 ( 0.068) 0.017 0.035 221 18.42 0.13 0.052 ( 0.068) 0.017 0.035 222 18.50 0.13 0.052 ( 0.067) 0.017 0.035 223 18.58 0.10 0.039 ( 0.067) 0.013 0.027 224 18.67 0.10 0.039 ( 0.067) 0.013 0.027 225 18.75 0.10 0.039 ( 0.066) 0.013 0.027 226 18.83 0.07 0.026 ( 0.066) 0.009 0.018 227 18.92 0.07 0.026 ( 0.066) 0.009 0.018 228 19.00 0.07 0.026 ( 0.065) 0.009 0.018 229 19.08 0.10 0.039 ( 0.065) 0.013 0.027 230 19.17 0.10 0.039 ( 0.065) 0.013 0.027 231 19.25 0.10 0.039 ( 0.065) 0.013 0.027 232 19.33 0.13 0.052 ( 0.064) 0.017 0.035 233 19.42 0.13 0.052 ( 0.064) 0.017 0.035 234 19.50 0.13 0.052 ( 0.064) 0.017 0.035 235 19.58 0.10 0.039 ( 0.063) 0.013 0.027 236 19.67 0.10 0.039 ( 0.063) 0.013 0.027 237 19.75 0.10 0.039 ( 0.063) 0.013 0.027 238 19.83 0.07 0.026 ( 0.062) 0.009 0.018 239 19.92 0.07 0.026 ( 0.062) 0.009 0.018 240 20.00 0.07 0.026 ( 0.062) 0.009 0.018 241 20.08 0.10 0.039 ( 0.062) 0.013 0.027 242 20.17 0.10 0.039 ( 0.061) 0.013 0.027 243 20.25 0.10 0.039 ( 0.061) 0.013 0.027 244 20.33 0.10 0.039 ( 0.061) 0.013 0.027 245 20.42 0.10 0.039 ( 0.061) 0.013 0.027 246 20.50 0.10 0.039 ( 0.060) 0.013 0.027 247 20.58 0.10 0.039 ( 0.060) 0.013 0.027 248 20.67 0.10 0.039 ( 0.060) 0.013 0.027 249 20.75 0.10 0.039 ( 0.060) 0.013 0.027 250 20.83 0.07 0.026 ( 0.059) 0.009 0.018 251 20.92 0.07 0.026 ( 0.059) 0.009 0.018 252 21.00 0.07 0.026 ( 0.059) 0.009 0.018 253 21.08 0.10 0.039 ( 0.059) 0.013 0.027 254 21.17 0.10 0.039 ( 0.058) 0.013 0.027 255 21.25 0.10 0.039 ( 0.058) 0.013 0.027 256 21.33 0.07 0.026 ( 0.058) 0.009 0.018 257 21.42 0.07 0.026 ( 0.058) 0.009 0.018 258 21.50 0.07 0.026 ( 0.058) 0.009 0.018 259 21.58 0.10 0.039 ( 0.057) 0.013 0.027 260 21.67 0.10 0.039 ( 0.057) 0.013 0.027 261 21.75 0.10 0.039 ( 0.057) 0.013 0.027 262 21.83 0.07 0.026 ( 0.057) 0.009 0.018 263 21.92 0.07 0.026 ( 0.057) 0.009 0.018 264 22.00 0.07 0.026 ( 0.056) 0.009 0.018 265 22.08 0.10 0.039 ( 0.056) 0.013 0.027 266 22.17 0.10 0.039 ( 0.056) 0.013 0.027 267 22.25 0.10 0.039 ( 0.056) 0.013 0.027 268 22.33 0.07 0.026 ( 0.056) 0.009 0.018 269 22.42 0.07 0.026 ( 0.055) 0.009 0.018 270 22.50 0.07 0.026 ( 0.055) 0.009 0.018 271 22.58 0.07 0.026 ( 0.055) 0.009 0.018 272 22.67 0.07 0.026 ( 0.055) 0.009 0.018 273 22.75 0.07 0.026 ( 0.055) 0.009 0.018 274 22.83 0.07 0.026 ( 0.055) 0.009 0.018 275 22.92 0.07 0.026 ( 0.055) 0.009 0.018 276 23.00 0.07 0.026 ( 0.054) 0.009 0.018 277 23.08 0.07 0.026 ( 0.054) 0.009 0.018 278 23.17 0.07 0.026 ( 0.054) 0.009 0.018 279 23.25 0.07 0.026 ( 0.054) 0.009 0.018 280 23.33 0.07 0.026 ( 0.054) 0.009 0.018 281 23.42 0.07 0.026 ( 0.054) 0.009 0.018 282 23.50 0.07 0.026 ( 0.054) 0.009 0.018 283 23.58 0.07 0.026 ( 0.054) 0.009 0.018 284 23.67 0.07 0.026 ( 0.054) 0.009 0.018 285 23.75 0.07 0.026 ( 0.053) 0.009 0.018 286 23.83 0.07 0.026 ( 0.053) 0.009 0.018 287 23.92 0.07 0.026 ( 0.053) 0.009 0.018 288 24.00 0.07 0.026 ( 0.053) 0.009 0.018 (Loss Rate Not Used)
Sum = 100.0 Sum = 27.6 Flood volume = Effective rainfall 2.30(In)
times area 9.9(Ac.)/[(In)/(Ft.)] = 1.9(Ac.Ft) Total soil loss = 0.98(In)
Total soil loss = 0.809(Ac.Ft)
Total rainfall = 3.28(In)
Flood volume = 82676.8 Cubic Feet
Total soil loss = 35232.7 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 3.495(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 0.0002 0.02 Q | | | | 0+10 0.0009 0.10 Q | | | | 0+15 0.0018 0.14 Q | | | | 0+20 0.0030 0.17 Q | | | | 0+25 0.0044 0.21 Q | | | | 0+30 0.0061 0.24 Q | | | | 0+35 0.0078 0.25 Q | | | | 0+40 0.0095 0.25 VQ | | | | 0+45 0.0113 0.26 VQ | | | | 0+50 0.0132 0.27 VQ | | | | 0+55 0.0154 0.32 VQ | | | | 1+ 0 0.0177 0.33 VQ | | | | 1+ 5 0.0200 0.33 VQ | | | | 1+10 0.0220 0.29 VQ | | | | 1+15 0.0239 0.28 VQ | | | | 1+20 0.0258 0.27 VQ | | | | 1+25 0.0277 0.27 VQ | | | | 1+30 0.0295 0.27 VQ | | | | 1+35 0.0314 0.27 VQ | | | | 1+40 0.0332 0.27 VQ | | | | 1+45 0.0351 0.27 VQ | | | | 1+50 0.0370 0.28 VQ | | | | 1+55 0.0392 0.32 VQ | | | | 2+ 0 0.0415 0.33 VQ | | | | 2+ 5 0.0438 0.34 VQ | | | | 2+10 0.0462 0.35 VQ | | | | 2+15 0.0486 0.35 |Q | | | | 2+20 0.0510 0.35 |Q | | | | 2+25 0.0535 0.35 |Q | | | | 2+30 0.0559 0.35 |Q | | | | 2+35 0.0584 0.37 |Q | | | | 2+40 0.0612 0.41 |Q | | | | 2+45 0.0641 0.42 |Q | | | | 2+50 0.0671 0.43 |Q | | | | 2+55 0.0701 0.44 |Q | | | | 3+ 0 0.0731 0.44 |Q | | | | 3+ 5 0.0761 0.44 |Q | | | | 3+10 0.0792 0.44 |Q | | | | 3+15 0.0822 0.44 |Q | | | | 3+20 0.0853 0.44 |Q | | | | 3+25 0.0883 0.44 |Q | | | | 3+30 0.0914 0.44 |Q | | | | 3+35 0.0944 0.44 |Q | | | | 3+40 0.0975 0.44 |QV | | | | 3+45 0.1005 0.44 |QV | | | | 3+50 0.1036 0.46 |QV | | | | 3+55 0.1071 0.49 |QV | | | | 4+ 0 0.1106 0.51 | Q | | | | 4+ 5 0.1142 0.52 | Q | | | | 4+10 0.1178 0.52 | Q | | | | 4+15 0.1214 0.53 | Q | | | | 4+20 0.1251 0.54 | Q | | | | 4+25 0.1291 0.58 | Q | | | | 4+30 0.1332 0.60 | Q | | | | 4+35 0.1374 0.61 | Q | | | | 4+40 0.1417 0.61 | Q | | | | 4+45 0.1459 0.61 | QV | | | | 4+50 0.1502 0.63 | QV | | | | 4+55 0.1548 0.67 | QV | | | | 5+ 0 0.1596 0.69 | QV | | | | 5+ 5 0.1642 0.67 | QV | | | | 5+10 0.1683 0.60 | QV | | | | 5+15 0.1722 0.56 | QV | | | | 5+20 0.1761 0.56 | QV | | | | 5+25 0.1802 0.60 | QV | | | | 5+30 0.1844 0.61 | QV | | | | 5+35 0.1887 0.63 | QV | | | | 5+40 0.1933 0.67 | Q V | | | | 5+45 0.1980 0.69 | Q V | | | | 5+50 0.2028 0.69 | Q V | | | | 5+55 0.2076 0.70 | Q V | | | | 6+ 0 0.2125 0.70 | Q V | | | | 6+ 5 0.2174 0.72 | Q V | | | | 6+10 0.2226 0.76 | QV | | | | 6+15 0.2280 0.78 | QV | | | | 6+20 0.2334 0.78 | QV | | | | 6+25 0.2388 0.79 | Q V | | | | 6+30 0.2443 0.79 | Q V | | | | 6+35 0.2498 0.81 | Q V | | | | 6+40 0.2557 0.85 | Q V | | | | 6+45 0.2616 0.87 | Q V | | | | 6+50 0.2676 0.87 | Q V | | | | 6+55 0.2737 0.88 | Q V | | | | 7+ 0 0.2798 0.88 | Q V | | | | 7+ 5 0.2858 0.88 | Q V | | | | 7+10 0.2919 0.88 | Q V | | | | 7+15 0.2980 0.88 | Q V | | | | 7+20 0.3042 0.90 | Q V | | | | 7+25 0.3107 0.94 | Q V | | | | 7+30 0.3172 0.95 | Q V | | | | 7+35 0.3239 0.97 | Q V | | | | 7+40 0.3310 1.02 | Q V | | | | 7+45 0.3381 1.04 | Q V | | | | 7+50 0.3454 1.06 | Q V | | | | 7+55 0.3530 1.11 | Q V | | | | 8+ 0 0.3608 1.13 | Q V | | | | 8+ 5 0.3688 1.16 | Q V | | | | 8+10 0.3773 1.25 | Q V | | | | 8+15 0.3862 1.28 | Q V | | | | 8+20 0.3951 1.30 | Q V | | | | 8+25 0.4042 1.31 | Q V | | | | 8+30 0.4132 1.32 | Q V | | | | 8+35 0.4224 1.33 | Q V | | | | 8+40 0.4319 1.38 | Q V| | | | 8+45 0.4415 1.40 | Q V| | | | 8+50 0.4513 1.42 | Q V| | | | 8+55 0.4614 1.46 | Q V| | | | 9+ 0 0.4716 1.48 | Q V| | | | 9+ 5 0.4820 1.51 | Q V | | | 9+10 0.4930 1.60 | Q V | | | 9+15 0.5043 1.64 | Q V | | | 9+20 0.5158 1.67 | Q V | | | 9+25 0.5276 1.72 | Q |V | | | 9+30 0.5396 1.74 | Q |V | | | 9+35 0.5518 1.77 | Q |V | | | 9+40 0.5642 1.81 | Q |V | | | 9+45 0.5769 1.83 | Q | V | | | 9+50 0.5896 1.86 | Q | V | | | 9+55 0.6027 1.90 | Q | V | | | 10+ 0 0.6160 1.92 | Q | V | | | 10+ 5 0.6287 1.85 | Q | V | | | 10+10 0.6396 1.57 | Q | V | | | 10+15 0.6496 1.46 | Q | V | | | 10+20 0.6593 1.41 | Q | V | | | 10+25 0.6688 1.38 | Q | V | | | 10+30 0.6782 1.36 | Q | V | | | 10+35 0.6879 1.41 | Q | V | | | 10+40 0.6990 1.60 | Q | V | | | 10+45 0.7105 1.68 | Q | V | | | 10+50 0.7223 1.71 | Q | V | | | 10+55 0.7342 1.73 | Q | V | | | 11+ 0 0.7463 1.75 | Q | V | | | 11+ 5 0.7583 1.74 | Q | V | | | 11+10 0.7701 1.71 | Q | V | | | 11+15 0.7817 1.70 | Q | V | | | 11+20 0.7934 1.69 | Q | V | | | 11+25 0.8051 1.69 | Q | V | | | 11+30 0.8167 1.69 | Q | V | | | 11+35 0.8281 1.66 | Q | V | | | 11+40 0.8390 1.58 | Q | V | | | 11+45 0.8497 1.55 | Q | V | | | 11+50 0.8603 1.54 | Q | V | | | 11+55 0.8711 1.57 | Q | V | | | 12+ 0 0.8820 1.59 | Q | V | | | 12+ 5 0.8936 1.68 | Q | V | | | 12+10 0.9074 1.99 | Q | V| | | 12+15 0.9220 2.13 | Q | V| | | 12+20 0.9373 2.21 | Q | V| | | 12+25 0.9531 2.31 | Q| V | | 12+30 0.9694 2.36 | Q| V | | 12+35 0.9861 2.43 | Q| V | | 12+40 1.0038 2.57 | Q |V | | 12+45 1.0219 2.63 | Q |V | | 12+50 1.0404 2.69 | Q |V | | 12+55 1.0595 2.77 | |Q | V | | 13+ 0 1.0788 2.81 | |Q | V | | 13+ 5 1.0989 2.92 | |Q | V | | 13+10 1.1211 3.23 | | Q | V | | 13+15 1.1443 3.37 | | Q | V | | 13+20 1.1679 3.43 | | Q | V | | 13+25 1.1918 3.47 | | Q | V | | 13+30 1.2159 3.49 | | Q | V | | 13+35 1.2387 3.32 | | Q | V | | 13+40 1.2572 2.68 | Q | V | | 13+45 1.2738 2.41 | Q| | V | | 13+50 1.2897 2.31 | Q| | V | | 13+55 1.3052 2.24 | Q | | V | | 14+ 0 1.3204 2.20 | Q | | V | | 14+ 5 1.3358 2.25 | Q | | V | | 14+10 1.3528 2.47 | Q| | V | | 14+15 1.3705 2.56 | Q | V | | 14+20 1.3882 2.57 | Q | V| | 14+25 1.4057 2.54 | Q | V| | 14+30 1.4232 2.54 | Q | V| | 14+35 1.4407 2.54 | Q | V | 14+40 1.4583 2.55 | Q | V | 14+45 1.4759 2.56 | Q | |V | 14+50 1.4934 2.54 | Q | |V | 14+55 1.5105 2.49 | Q| | |V | 15+ 0 1.5275 2.47 | Q| | | V | 15+ 5 1.5443 2.44 | Q| | | V | 15+10 1.5607 2.38 | Q| | | V | 15+15 1.5769 2.35 | Q| | | V | 15+20 1.5929 2.33 | Q| | | V | 15+25 1.6085 2.26 | Q| | | V | 15+30 1.6239 2.24 | Q | | | V | 15+35 1.6388 2.15 | Q | | | V | 15+40 1.6519 1.91 | Q | | | V | 15+45 1.6644 1.81 | Q | | | V | 15+50 1.6766 1.77 | Q | | | V | 15+55 1.6886 1.74 | Q | | | V | 16+ 0 1.7005 1.73 | Q | | | V | 16+ 5 1.7111 1.54 | Q | | | V | 16+10 1.7174 0.92 | Q | | | V | 16+15 1.7219 0.65 | Q | | | V | 16+20 1.7256 0.54 | Q | | | V | 16+25 1.7289 0.47 |Q | | | V | 16+30 1.7319 0.43 |Q | | | V | 16+35 1.7346 0.39 |Q | | | V | 16+40 1.7368 0.33 |Q | | | V | 16+45 1.7389 0.30 |Q | | | V | 16+50 1.7408 0.28 |Q | | | V | 16+55 1.7427 0.27 |Q | | | V | 17+ 0 1.7445 0.27 |Q | | | V | 17+ 5 1.7466 0.29 |Q | | | V | 17+10 1.7491 0.37 |Q | | | V | 17+15 1.7519 0.41 |Q | | | V | 17+20 1.7548 0.42 |Q | | | V | 17+25 1.7577 0.43 |Q | | | V | 17+30 1.7607 0.43 |Q | | | V | 17+35 1.7637 0.44 |Q | | | V | 17+40 1.7667 0.44 |Q | | | V | 17+45 1.7698 0.44 |Q | | | V | 17+50 1.7728 0.43 |Q | | | V | 17+55 1.7754 0.39 |Q | | | V | 18+ 0 1.7780 0.37 |Q | | | V | 18+ 5 1.7805 0.37 |Q | | | V | 18+10 1.7830 0.36 |Q | | | V | 18+15 1.7855 0.36 |Q | | | V | 18+20 1.7880 0.36 |Q | | | V | 18+25 1.7904 0.36 |Q | | | V | 18+30 1.7929 0.36 |Q | | | V | 18+35 1.7952 0.34 |Q | | | V | 18+40 1.7973 0.30 |Q | | | V | 18+45 1.7993 0.28 |Q | | | V | 18+50 1.8011 0.27 |Q | | | V | 18+55 1.8026 0.22 Q | | | V | 19+ 0 1.8040 0.20 Q | | | V | 19+ 5 1.8054 0.20 Q | | | V | 19+10 1.8071 0.24 Q | | | V | 19+15 1.8088 0.25 |Q | | | V | 19+20 1.8107 0.27 |Q | | | V | 19+25 1.8128 0.31 |Q | | | V | 19+30 1.8151 0.33 |Q | | | V | 19+35 1.8173 0.33 |Q | | | V | 19+40 1.8193 0.29 |Q | | | V | 19+45 1.8213 0.28 |Q | | | V | 19+50 1.8231 0.26 |Q | | | V | 19+55 1.8246 0.22 Q | | | V | 20+ 0 1.8260 0.20 Q | | | V | 20+ 5 1.8274 0.20 Q | | | V | 20+10 1.8290 0.24 Q | | | V | 20+15 1.8308 0.25 |Q | | | V | 20+20 1.8325 0.26 |Q | | | V | 20+25 1.8343 0.26 |Q | | | V | 20+30 1.8361 0.26 |Q | | | V | 20+35 1.8379 0.26 |Q | | | V | 20+40 1.8397 0.26 |Q | | | V | 20+45 1.8416 0.26 |Q | | | V | 20+50 1.8433 0.25 |Q | | | V | 20+55 1.8448 0.21 Q | | | V | 21+ 0 1.8461 0.20 Q | | | V | 21+ 5 1.8475 0.20 Q | | | V | 21+10 1.8492 0.24 Q | | | V | 21+15 1.8509 0.25 |Q | | | V| 21+20 1.8526 0.24 Q | | | V| 21+25 1.8540 0.21 Q | | | V| 21+30 1.8553 0.19 Q | | | V| 21+35 1.8567 0.20 Q | | | V| 21+40 1.8583 0.24 Q | | | V| 21+45 1.8600 0.25 |Q | | | V| 21+50 1.8617 0.24 Q | | | V| 21+55 1.8631 0.21 Q | | | V| 22+ 0 1.8645 0.19 Q | | | V| 22+ 5 1.8658 0.20 Q | | | V| 22+10 1.8675 0.24 Q | | | V| 22+15 1.8692 0.25 |Q | | | V| 22+20 1.8709 0.24 Q | | | V| 22+25 1.8723 0.21 Q | | | V| 22+30 1.8736 0.19 Q | | | V| 22+35 1.8749 0.19 Q | | | V| 22+40 1.8762 0.18 Q | | | V| 22+45 1.8774 0.18 Q | | | V| 22+50 1.8787 0.18 Q | | | V| 22+55 1.8799 0.18 Q | | | V| 23+ 0 1.8811 0.18 Q | | | V| 23+ 5 1.8823 0.18 Q | | | V| 23+10 1.8836 0.18 Q | | | V| 23+15 1.8848 0.18 Q | | | V| 23+20 1.8860 0.18 Q | | | V| 23+25 1.8872 0.18 Q | | | V| 23+30 1.8884 0.18 Q | | | V| 23+35 1.8897 0.18 Q | | | V| 23+40 1.8909 0.18 Q | | | V| 23+45 1.8921 0.18 Q | | | V| 23+50 1.8933 0.18 Q | | | V| 23+55 1.8945 0.18 Q | | | V| 24+ 0 1.8958 0.18 Q | | | V| 24+ 5 1.8968 0.15 Q | | | V| 24+10 1.8973 0.07 Q | | | V| 24+15 1.8976 0.04 Q | | | V| 24+20 1.8977 0.02 Q | | | V| 24+25 1.8978 0.02 Q | | | V| 24+30 1.8979 0.01 Q | | | V| 24+35 1.8980 0.01 Q | | | V| 24+40 1.8980 0.00 Q | | | V| 24+45 1.8980 0.00 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 - 2018, Version 9.0 Study date 12/18/23 File: PRWWB2410.out

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6615

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

---------------------------------------------------------------------

WHITEWOOD I DEVELOPMENT

PROPOSED CONDITION
DMA B 10-YEAR 24 HOUR STORM EVENT
BY KAM 121823
-------------------------------------------------------------------- Drainage Area = 7.90(Ac.) = 0.012 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 7.90(Ac.) = 0.012 Sq. Mi.

USER Entry of lag time in hours
Lag time = 0.089 Hr.

Lag time = 5.34 Min.
25% of lag time = 1.34 Min.
40% of lag time = 2.14 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]

7.90 1.80 14.22

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

7.90 5.40 42.66

STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 1.800(In)
Area Averaged 100-Year Rainfall = 5.400(In)

Point rain (area averaged) = 3.281(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 3.281(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

7.900 75.00 0.770
Total Area Entered = 7.90(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

75.0 75.0 0.303 0.770 0.093 1.000 0.093 Sum (F) = 0.093
Area averaged mean soil loss (F) (In/Hr) = 0.093
Minimum soil loss rate ((In/Hr)) = 0.047
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.284
---------------------------------------------------------------------

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 93.633 17.261 1.374 2 0.167 187.266 47.702 3.798 3 0.250 280.899 16.704 1.330 4 0.333 374.532 7.420 0.591 5 0.417 468.165 4.250 0.338 6 0.500 561.798 2.745 0.219 7 0.583 655.431 1.805 0.144 8 0.667 749.064 1.134 0.090 9 0.750 842.697 0.978 0.078 Sum = 100.000 Sum= 7.962
-----------------------------------------------------------------------

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 0.026 ( 0.165) 0.007 0.019 2 0.17 0.07 0.026 ( 0.164) 0.007 0.019 3 0.25 0.07 0.026 ( 0.164) 0.007 0.019 4 0.33 0.10 0.039 ( 0.163) 0.011 0.028 5 0.42 0.10 0.039 ( 0.162) 0.011 0.028 6 0.50 0.10 0.039 ( 0.162) 0.011 0.028 7 0.58 0.10 0.039 ( 0.161) 0.011 0.028 8 0.67 0.10 0.039 ( 0.160) 0.011 0.028 9 0.75 0.10 0.039 ( 0.160) 0.011 0.028 10 0.83 0.13 0.052 ( 0.159) 0.015 0.038 11 0.92 0.13 0.052 ( 0.159) 0.015 0.038 12 1.00 0.13 0.052 ( 0.158) 0.015 0.038 13 1.08 0.10 0.039 ( 0.157) 0.011 0.028 14 1.17 0.10 0.039 ( 0.157) 0.011 0.028 15 1.25 0.10 0.039 ( 0.156) 0.011 0.028 16 1.33 0.10 0.039 ( 0.155) 0.011 0.028 17 1.42 0.10 0.039 ( 0.155) 0.011 0.028 18 1.50 0.10 0.039 ( 0.154) 0.011 0.028 19 1.58 0.10 0.039 ( 0.154) 0.011 0.028 20 1.67 0.10 0.039 ( 0.153) 0.011 0.028 21 1.75 0.10 0.039 ( 0.152) 0.011 0.028 22 1.83 0.13 0.052 ( 0.152) 0.015 0.038 23 1.92 0.13 0.052 ( 0.151) 0.015 0.038 24 2.00 0.13 0.052 ( 0.151) 0.015 0.038 25 2.08 0.13 0.052 ( 0.150) 0.015 0.038 26 2.17 0.13 0.052 ( 0.149) 0.015 0.038 27 2.25 0.13 0.052 ( 0.149) 0.015 0.038 28 2.33 0.13 0.052 ( 0.148) 0.015 0.038 29 2.42 0.13 0.052 ( 0.148) 0.015 0.038 30 2.50 0.13 0.052 ( 0.147) 0.015 0.038 31 2.58 0.17 0.066 ( 0.146) 0.019 0.047 32 2.67 0.17 0.066 ( 0.146) 0.019 0.047 33 2.75 0.17 0.066 ( 0.145) 0.019 0.047 34 2.83 0.17 0.066 ( 0.145) 0.019 0.047 35 2.92 0.17 0.066 ( 0.144) 0.019 0.047 36 3.00 0.17 0.066 ( 0.143) 0.019 0.047 37 3.08 0.17 0.066 ( 0.143) 0.019 0.047 38 3.17 0.17 0.066 ( 0.142) 0.019 0.047 39 3.25 0.17 0.066 ( 0.142) 0.019 0.047 40 3.33 0.17 0.066 ( 0.141) 0.019 0.047 41 3.42 0.17 0.066 ( 0.140) 0.019 0.047 42 3.50 0.17 0.066 ( 0.140) 0.019 0.047 43 3.58 0.17 0.066 ( 0.139) 0.019 0.047 44 3.67 0.17 0.066 ( 0.139) 0.019 0.047 45 3.75 0.17 0.066 ( 0.138) 0.019 0.047 46 3.83 0.20 0.079 ( 0.137) 0.022 0.056 47 3.92 0.20 0.079 ( 0.137) 0.022 0.056 48 4.00 0.20 0.079 ( 0.136) 0.022 0.056 49 4.08 0.20 0.079 ( 0.136) 0.022 0.056 50 4.17 0.20 0.079 ( 0.135) 0.022 0.056 51 4.25 0.20 0.079 ( 0.135) 0.022 0.056 52 4.33 0.23 0.092 ( 0.134) 0.026 0.066 53 4.42 0.23 0.092 ( 0.133) 0.026 0.066 54 4.50 0.23 0.092 ( 0.133) 0.026 0.066 55 4.58 0.23 0.092 ( 0.132) 0.026 0.066 56 4.67 0.23 0.092 ( 0.132) 0.026 0.066 57 4.75 0.23 0.092 ( 0.131) 0.026 0.066 58 4.83 0.27 0.105 ( 0.131) 0.030 0.075 59 4.92 0.27 0.105 ( 0.130) 0.030 0.075 60 5.00 0.27 0.105 ( 0.129) 0.030 0.075 61 5.08 0.20 0.079 ( 0.129) 0.022 0.056 62 5.17 0.20 0.079 ( 0.128) 0.022 0.056 63 5.25 0.20 0.079 ( 0.128) 0.022 0.056 64 5.33 0.23 0.092 ( 0.127) 0.026 0.066 65 5.42 0.23 0.092 ( 0.127) 0.026 0.066 66 5.50 0.23 0.092 ( 0.126) 0.026 0.066 67 5.58 0.27 0.105 ( 0.126) 0.030 0.075 68 5.67 0.27 0.105 ( 0.125) 0.030 0.075 69 5.75 0.27 0.105 ( 0.124) 0.030 0.075 70 5.83 0.27 0.105 ( 0.124) 0.030 0.075 71 5.92 0.27 0.105 ( 0.123) 0.030 0.075 72 6.00 0.27 0.105 ( 0.123) 0.030 0.075 73 6.08 0.30 0.118 ( 0.122) 0.034 0.085 74 6.17 0.30 0.118 ( 0.122) 0.034 0.085 75 6.25 0.30 0.118 ( 0.121) 0.034 0.085 76 6.33 0.30 0.118 ( 0.121) 0.034 0.085 77 6.42 0.30 0.118 ( 0.120) 0.034 0.085 78 6.50 0.30 0.118 ( 0.120) 0.034 0.085 79 6.58 0.33 0.131 ( 0.119) 0.037 0.094 80 6.67 0.33 0.131 ( 0.118) 0.037 0.094 81 6.75 0.33 0.131 ( 0.118) 0.037 0.094 82 6.83 0.33 0.131 ( 0.117) 0.037 0.094 83 6.92 0.33 0.131 ( 0.117) 0.037 0.094 84 7.00 0.33 0.131 ( 0.116) 0.037 0.094 85 7.08 0.33 0.131 ( 0.116) 0.037 0.094 86 7.17 0.33 0.131 ( 0.115) 0.037 0.094 87 7.25 0.33 0.131 ( 0.115) 0.037 0.094 88 7.33 0.37 0.144 ( 0.114) 0.041 0.103 89 7.42 0.37 0.144 ( 0.114) 0.041 0.103 90 7.50 0.37 0.144 ( 0.113) 0.041 0.103 91 7.58 0.40 0.157 ( 0.113) 0.045 0.113 92 7.67 0.40 0.157 ( 0.112) 0.045 0.113 93 7.75 0.40 0.157 ( 0.112) 0.045 0.113 94 7.83 0.43 0.171 ( 0.111) 0.048 0.122 95 7.92 0.43 0.171 ( 0.111) 0.048 0.122 96 8.00 0.43 0.171 ( 0.110) 0.048 0.122 97 8.08 0.50 0.197 ( 0.110) 0.056 0.141 98 8.17 0.50 0.197 ( 0.109) 0.056 0.141 99 8.25 0.50 0.197 ( 0.109) 0.056 0.141 100 8.33 0.50 0.197 ( 0.108) 0.056 0.141 101 8.42 0.50 0.197 ( 0.108) 0.056 0.141 102 8.50 0.50 0.197 ( 0.107) 0.056 0.141 103 8.58 0.53 0.210 ( 0.107) 0.060 0.150 104 8.67 0.53 0.210 ( 0.106) 0.060 0.150 105 8.75 0.53 0.210 ( 0.106) 0.060 0.150 106 8.83 0.57 0.223 ( 0.105) 0.063 0.160 107 8.92 0.57 0.223 ( 0.105) 0.063 0.160 108 9.00 0.57 0.223 ( 0.104) 0.063 0.160 109 9.08 0.63 0.249 ( 0.104) 0.071 0.179 110 9.17 0.63 0.249 ( 0.103) 0.071 0.179 111 9.25 0.63 0.249 ( 0.103) 0.071 0.179 112 9.33 0.67 0.262 ( 0.102) 0.075 0.188 113 9.42 0.67 0.262 ( 0.102) 0.075 0.188 114 9.50 0.67 0.262 ( 0.101) 0.075 0.188 115 9.58 0.70 0.276 ( 0.101) 0.078 0.197 116 9.67 0.70 0.276 ( 0.100) 0.078 0.197 117 9.75 0.70 0.276 ( 0.100) 0.078 0.197 118 9.83 0.73 0.289 ( 0.099) 0.082 0.207 119 9.92 0.73 0.289 ( 0.099) 0.082 0.207 120 10.00 0.73 0.289 ( 0.098) 0.082 0.207 121 10.08 0.50 0.197 ( 0.098) 0.056 0.141 122 10.17 0.50 0.197 ( 0.097) 0.056 0.141 123 10.25 0.50 0.197 ( 0.097) 0.056 0.141 124 10.33 0.50 0.197 ( 0.096) 0.056 0.141 125 10.42 0.50 0.197 ( 0.096) 0.056 0.141 126 10.50 0.50 0.197 ( 0.095) 0.056 0.141 127 10.58 0.67 0.262 ( 0.095) 0.075 0.188 128 10.67 0.67 0.262 ( 0.094) 0.075 0.188 129 10.75 0.67 0.262 ( 0.094) 0.075 0.188 130 10.83 0.67 0.262 ( 0.094) 0.075 0.188 131 10.92 0.67 0.262 ( 0.093) 0.075 0.188 132 11.00 0.67 0.262 ( 0.093) 0.075 0.188 133 11.08 0.63 0.249 ( 0.092) 0.071 0.179 134 11.17 0.63 0.249 ( 0.092) 0.071 0.179 135 11.25 0.63 0.249 ( 0.091) 0.071 0.179 136 11.33 0.63 0.249 ( 0.091) 0.071 0.179 137 11.42 0.63 0.249 ( 0.090) 0.071 0.179 138 11.50 0.63 0.249 ( 0.090) 0.071 0.179 139 11.58 0.57 0.223 ( 0.089) 0.063 0.160 140 11.67 0.57 0.223 ( 0.089) 0.063 0.160 141 11.75 0.57 0.223 ( 0.089) 0.063 0.160 142 11.83 0.60 0.236 ( 0.088) 0.067 0.169 143 11.92 0.60 0.236 ( 0.088) 0.067 0.169 144 12.00 0.60 0.236 ( 0.087) 0.067 0.169 145 12.08 0.83 0.328 0.087 ( 0.093) 0.241 146 12.17 0.83 0.328 0.086 ( 0.093) 0.242 147 12.25 0.83 0.328 0.086 ( 0.093) 0.242 148 12.33 0.87 0.341 0.086 ( 0.097) 0.256 149 12.42 0.87 0.341 0.085 ( 0.097) 0.256 150 12.50 0.87 0.341 0.085 ( 0.097) 0.257 151 12.58 0.93 0.367 0.084 ( 0.104) 0.283 152 12.67 0.93 0.367 0.084 ( 0.104) 0.284 153 12.75 0.93 0.367 0.083 ( 0.104) 0.284 154 12.83 0.97 0.381 0.083 ( 0.108) 0.298 155 12.92 0.97 0.381 0.083 ( 0.108) 0.298 156 13.00 0.97 0.381 0.082 ( 0.108) 0.298 157 13.08 1.13 0.446 0.082 ( 0.127) 0.364 158 13.17 1.13 0.446 0.081 ( 0.127) 0.365 159 13.25 1.13 0.446 0.081 ( 0.127) 0.365 160 13.33 1.13 0.446 0.080 ( 0.127) 0.366 161 13.42 1.13 0.446 0.080 ( 0.127) 0.366 162 13.50 1.13 0.446 0.080 ( 0.127) 0.367 163 13.58 0.77 0.302 0.079 ( 0.086) 0.223 164 13.67 0.77 0.302 0.079 ( 0.086) 0.223 165 13.75 0.77 0.302 0.078 ( 0.086) 0.223 166 13.83 0.77 0.302 0.078 ( 0.086) 0.224 167 13.92 0.77 0.302 0.078 ( 0.086) 0.224 168 14.00 0.77 0.302 0.077 ( 0.086) 0.225 169 14.08 0.90 0.354 0.077 ( 0.101) 0.277 170 14.17 0.90 0.354 0.076 ( 0.101) 0.278 171 14.25 0.90 0.354 0.076 ( 0.101) 0.278 172 14.33 0.87 0.341 0.076 ( 0.097) 0.266 173 14.42 0.87 0.341 0.075 ( 0.097) 0.266 174 14.50 0.87 0.341 0.075 ( 0.097) 0.266 175 14.58 0.87 0.341 0.075 ( 0.097) 0.267 176 14.67 0.87 0.341 0.074 ( 0.097) 0.267 177 14.75 0.87 0.341 0.074 ( 0.097) 0.267 178 14.83 0.83 0.328 0.073 ( 0.093) 0.255 179 14.92 0.83 0.328 0.073 ( 0.093) 0.255 180 15.00 0.83 0.328 0.073 ( 0.093) 0.255 181 15.08 0.80 0.315 0.072 ( 0.089) 0.243 182 15.17 0.80 0.315 0.072 ( 0.089) 0.243 183 15.25 0.80 0.315 0.072 ( 0.089) 0.243 184 15.33 0.77 0.302 0.071 ( 0.086) 0.231 185 15.42 0.77 0.302 0.071 ( 0.086) 0.231 186 15.50 0.77 0.302 0.070 ( 0.086) 0.231 187 15.58 0.63 0.249 0.070 ( 0.071) 0.179 188 15.67 0.63 0.249 0.070 ( 0.071) 0.180 189 15.75 0.63 0.249 0.069 ( 0.071) 0.180 190 15.83 0.63 0.249 0.069 ( 0.071) 0.180 191 15.92 0.63 0.249 0.069 ( 0.071) 0.181 192 16.00 0.63 0.249 0.068 ( 0.071) 0.181 193 16.08 0.13 0.052 ( 0.068) 0.015 0.038 194 16.17 0.13 0.052 ( 0.068) 0.015 0.038 195 16.25 0.13 0.052 ( 0.067) 0.015 0.038 196 16.33 0.13 0.052 ( 0.067) 0.015 0.038 197 16.42 0.13 0.052 ( 0.067) 0.015 0.038 198 16.50 0.13 0.052 ( 0.066) 0.015 0.038 199 16.58 0.10 0.039 ( 0.066) 0.011 0.028 200 16.67 0.10 0.039 ( 0.066) 0.011 0.028 201 16.75 0.10 0.039 ( 0.065) 0.011 0.028 202 16.83 0.10 0.039 ( 0.065) 0.011 0.028 203 16.92 0.10 0.039 ( 0.065) 0.011 0.028 204 17.00 0.10 0.039 ( 0.064) 0.011 0.028 205 17.08 0.17 0.066 ( 0.064) 0.019 0.047 206 17.17 0.17 0.066 ( 0.064) 0.019 0.047 207 17.25 0.17 0.066 ( 0.063) 0.019 0.047 208 17.33 0.17 0.066 ( 0.063) 0.019 0.047 209 17.42 0.17 0.066 ( 0.063) 0.019 0.047 210 17.50 0.17 0.066 ( 0.062) 0.019 0.047 211 17.58 0.17 0.066 ( 0.062) 0.019 0.047 212 17.67 0.17 0.066 ( 0.062) 0.019 0.047 213 17.75 0.17 0.066 ( 0.061) 0.019 0.047 214 17.83 0.13 0.052 ( 0.061) 0.015 0.038 215 17.92 0.13 0.052 ( 0.061) 0.015 0.038 216 18.00 0.13 0.052 ( 0.061) 0.015 0.038 217 18.08 0.13 0.052 ( 0.060) 0.015 0.038 218 18.17 0.13 0.052 ( 0.060) 0.015 0.038 219 18.25 0.13 0.052 ( 0.060) 0.015 0.038 220 18.33 0.13 0.052 ( 0.059) 0.015 0.038 221 18.42 0.13 0.052 ( 0.059) 0.015 0.038 222 18.50 0.13 0.052 ( 0.059) 0.015 0.038 223 18.58 0.10 0.039 ( 0.058) 0.011 0.028 224 18.67 0.10 0.039 ( 0.058) 0.011 0.028 225 18.75 0.10 0.039 ( 0.058) 0.011 0.028 226 18.83 0.07 0.026 ( 0.058) 0.007 0.019 227 18.92 0.07 0.026 ( 0.057) 0.007 0.019 228 19.00 0.07 0.026 ( 0.057) 0.007 0.019 229 19.08 0.10 0.039 ( 0.057) 0.011 0.028 230 19.17 0.10 0.039 ( 0.057) 0.011 0.028 231 19.25 0.10 0.039 ( 0.056) 0.011 0.028 232 19.33 0.13 0.052 ( 0.056) 0.015 0.038 233 19.42 0.13 0.052 ( 0.056) 0.015 0.038 234 19.50 0.13 0.052 ( 0.056) 0.015 0.038 235 19.58 0.10 0.039 ( 0.055) 0.011 0.028 236 19.67 0.10 0.039 ( 0.055) 0.011 0.028 237 19.75 0.10 0.039 ( 0.055) 0.011 0.028 238 19.83 0.07 0.026 ( 0.055) 0.007 0.019 239 19.92 0.07 0.026 ( 0.054) 0.007 0.019 240 20.00 0.07 0.026 ( 0.054) 0.007 0.019 241 20.08 0.10 0.039 ( 0.054) 0.011 0.028 242 20.17 0.10 0.039 ( 0.054) 0.011 0.028 243 20.25 0.10 0.039 ( 0.053) 0.011 0.028 244 20.33 0.10 0.039 ( 0.053) 0.011 0.028 245 20.42 0.10 0.039 ( 0.053) 0.011 0.028 246 20.50 0.10 0.039 ( 0.053) 0.011 0.028 247 20.58 0.10 0.039 ( 0.052) 0.011 0.028 248 20.67 0.10 0.039 ( 0.052) 0.011 0.028 249 20.75 0.10 0.039 ( 0.052) 0.011 0.028 250 20.83 0.07 0.026 ( 0.052) 0.007 0.019 251 20.92 0.07 0.026 ( 0.052) 0.007 0.019 252 21.00 0.07 0.026 ( 0.051) 0.007 0.019 253 21.08 0.10 0.039 ( 0.051) 0.011 0.028 254 21.17 0.10 0.039 ( 0.051) 0.011 0.028 255 21.25 0.10 0.039 ( 0.051) 0.011 0.028 256 21.33 0.07 0.026 ( 0.051) 0.007 0.019 257 21.42 0.07 0.026 ( 0.050) 0.007 0.019 258 21.50 0.07 0.026 ( 0.050) 0.007 0.019 259 21.58 0.10 0.039 ( 0.050) 0.011 0.028 260 21.67 0.10 0.039 ( 0.050) 0.011 0.028 261 21.75 0.10 0.039 ( 0.050) 0.011 0.028 262 21.83 0.07 0.026 ( 0.049) 0.007 0.019 263 21.92 0.07 0.026 ( 0.049) 0.007 0.019 264 22.00 0.07 0.026 ( 0.049) 0.007 0.019 265 22.08 0.10 0.039 ( 0.049) 0.011 0.028 266 22.17 0.10 0.039 ( 0.049) 0.011 0.028 267 22.25 0.10 0.039 ( 0.049) 0.011 0.028 268 22.33 0.07 0.026 ( 0.048) 0.007 0.019 269 22.42 0.07 0.026 ( 0.048) 0.007 0.019 270 22.50 0.07 0.026 ( 0.048) 0.007 0.019 271 22.58 0.07 0.026 ( 0.048) 0.007 0.019 272 22.67 0.07 0.026 ( 0.048) 0.007 0.019 273 22.75 0.07 0.026 ( 0.048) 0.007 0.019 274 22.83 0.07 0.026 ( 0.048) 0.007 0.019 275 22.92 0.07 0.026 ( 0.048) 0.007 0.019 276 23.00 0.07 0.026 ( 0.047) 0.007 0.019 277 23.08 0.07 0.026 ( 0.047) 0.007 0.019 278 23.17 0.07 0.026 ( 0.047) 0.007 0.019 279 23.25 0.07 0.026 ( 0.047) 0.007 0.019 280 23.33 0.07 0.026 ( 0.047) 0.007 0.019 281 23.42 0.07 0.026 ( 0.047) 0.007 0.019 282 23.50 0.07 0.026 ( 0.047) 0.007 0.019 283 23.58 0.07 0.026 ( 0.047) 0.007 0.019 284 23.67 0.07 0.026 ( 0.047) 0.007 0.019 285 23.75 0.07 0.026 ( 0.047) 0.007 0.019 286 23.83 0.07 0.026 ( 0.047) 0.007 0.019 287 23.92 0.07 0.026 ( 0.047) 0.007 0.019 288 24.00 0.07 0.026 ( 0.047) 0.007 0.019 (Loss Rate Not Used)
Sum = 100.0 Sum = 29.1 Flood volume = Effective rainfall 2.42(In)
times area 7.9(Ac.)/[(In)/(Ft.)] = 1.6(Ac.Ft) Total soil loss = 0.86(In)
Total soil loss = 0.565(Ac.Ft)
Total rainfall = 3.28(In)
Flood volume = 69490.2 Cubic Feet
Total soil loss = 24599.5 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 2.894(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 0.0002 0.03 Q | | | | 0+10 0.0008 0.10 Q | | | | 0+15 0.0017 0.12 Q | | | | 0+20 0.0027 0.15 Q | | | | 0+25 0.0040 0.19 Q | | | | 0+30 0.0054 0.20 Q | | | | 0+35 0.0069 0.21 Q | | | | 0+40 0.0084 0.22 Q | | | | 0+45 0.0099 0.22 Q | | | | 0+50 0.0115 0.24 Q | | | | 0+55 0.0134 0.27 VQ | | | | 1+ 0 0.0154 0.29 VQ | | | | 1+ 5 0.0173 0.28 VQ | | | | 1+10 0.0190 0.25 Q | | | | 1+15 0.0206 0.24 Q | | | | 1+20 0.0222 0.23 Q | | | | 1+25 0.0238 0.23 Q | | | | 1+30 0.0253 0.23 Q | | | | 1+35 0.0269 0.23 Q | | | | 1+40 0.0284 0.23 Q | | | | 1+45 0.0300 0.22 Q | | | | 1+50 0.0316 0.24 Q | | | | 1+55 0.0335 0.27 VQ | | | | 2+ 0 0.0355 0.29 VQ | | | | 2+ 5 0.0375 0.29 VQ | | | | 2+10 0.0395 0.29 VQ | | | | 2+15 0.0416 0.30 |Q | | | | 2+20 0.0436 0.30 |Q | | | | 2+25 0.0457 0.30 |Q | | | | 2+30 0.0477 0.30 |Q | | | | 2+35 0.0499 0.31 |Q | | | | 2+40 0.0523 0.35 |Q | | | | 2+45 0.0548 0.36 |Q | | | | 2+50 0.0573 0.37 |Q | | | | 2+55 0.0598 0.37 |Q | | | | 3+ 0 0.0624 0.37 |Q | | | | 3+ 5 0.0649 0.37 |Q | | | | 3+10 0.0675 0.37 |Q | | | | 3+15 0.0701 0.37 |Q | | | | 3+20 0.0727 0.37 |Q | | | | 3+25 0.0752 0.37 |Q | | | | 3+30 0.0778 0.37 |Q | | | | 3+35 0.0804 0.37 |QV | | | | 3+40 0.0830 0.37 |QV | | | | 3+45 0.0856 0.37 |QV | | | | 3+50 0.0882 0.39 |QV | | | | 3+55 0.0911 0.42 |QV | | | | 4+ 0 0.0941 0.44 |QV | | | | 4+ 5 0.0972 0.44 |QV | | | | 4+10 0.1002 0.44 |QV | | | | 4+15 0.1033 0.45 |QV | | | | 4+20 0.1065 0.46 |QV | | | | 4+25 0.1099 0.50 |QV | | | | 4+30 0.1134 0.51 | Q | | | | 4+35 0.1170 0.52 | Q | | | | 4+40 0.1205 0.52 | QV | | | | 4+45 0.1241 0.52 | QV | | | | 4+50 0.1278 0.54 | QV | | | | 4+55 0.1318 0.57 | QV | | | | 5+ 0 0.1358 0.59 | QV | | | | 5+ 5 0.1397 0.56 | QV | | | | 5+10 0.1431 0.50 |Q V | | | | 5+15 0.1464 0.47 |Q V | | | | 5+20 0.1496 0.48 |Q V | | | | 5+25 0.1531 0.51 | QV | | | | 5+30 0.1567 0.52 | QV | | | | 5+35 0.1603 0.53 | Q V | | | | 5+40 0.1643 0.57 | Q V | | | | 5+45 0.1683 0.58 | Q V | | | | 5+50 0.1723 0.59 | Q V | | | | 5+55 0.1764 0.59 | Q V | | | | 6+ 0 0.1805 0.60 | Q V | | | | 6+ 5 0.1847 0.61 | Q V | | | | 6+10 0.1892 0.65 | Q V | | | | 6+15 0.1937 0.66 | Q V | | | | 6+20 0.1983 0.67 | Q V | | | | 6+25 0.2029 0.67 | Q V | | | | 6+30 0.2075 0.67 | Q V | | | | 6+35 0.2123 0.69 | Q V | | | | 6+40 0.2172 0.72 | Q V | | | | 6+45 0.2223 0.73 | Q V | | | | 6+50 0.2274 0.74 | Q V | | | | 6+55 0.2325 0.74 | Q V | | | | 7+ 0 0.2376 0.75 | Q V | | | | 7+ 5 0.2428 0.75 | Q V | | | | 7+10 0.2479 0.75 | Q V | | | | 7+15 0.2531 0.75 | Q V | | | | 7+20 0.2583 0.76 | Q V | | | | 7+25 0.2638 0.80 | Q V | | | | 7+30 0.2694 0.81 | Q V | | | | 7+35 0.2751 0.83 | Q V | | | | 7+40 0.2811 0.87 | Q V | | | | 7+45 0.2871 0.88 | Q V | | | | 7+50 0.2934 0.90 | Q V | | | | 7+55 0.2998 0.94 | Q V | | | | 8+ 0 0.3064 0.96 | Q V | | | | 8+ 5 0.3132 0.99 | Q V | | | | 8+10 0.3206 1.06 | Q V | | | | 8+15 0.3281 1.09 | Q V | | | | 8+20 0.3357 1.10 | Q V | | | | 8+25 0.3434 1.11 | Q V | | | | 8+30 0.3510 1.12 | Q V | | | | 8+35 0.3588 1.13 | Q V | | | | 8+40 0.3669 1.17 | Q V| | | | 8+45 0.3751 1.18 | Q V| | | | 8+50 0.3833 1.20 | Q V| | | | 8+55 0.3919 1.24 | Q V| | | | 9+ 0 0.4005 1.26 | Q V | | | 9+ 5 0.4094 1.29 | Q V | | | 9+10 0.4188 1.36 | Q V | | | 9+15 0.4284 1.39 | Q V | | | 9+20 0.4382 1.42 | Q V | | | 9+25 0.4482 1.46 | Q |V | | | 9+30 0.4584 1.48 | Q |V | | | 9+35 0.4687 1.50 | Q |V | | | 9+40 0.4793 1.54 | Q | V | | | 9+45 0.4900 1.56 | Q | V | | | 9+50 0.5009 1.58 | Q | V | | | 9+55 0.5120 1.61 | Q | V | | | 10+ 0 0.5232 1.63 | Q | V | | | 10+ 5 0.5339 1.55 | Q | V | | | 10+10 0.5428 1.30 | Q | V | | | 10+15 0.5512 1.22 | Q | V | | | 10+20 0.5593 1.18 | Q | V | | | 10+25 0.5673 1.16 | Q | V | | | 10+30 0.5752 1.14 | Q | V | | | 10+35 0.5834 1.20 | Q | V | | | 10+40 0.5929 1.37 | Q | V | | | 10+45 0.6027 1.43 | Q | V | | | 10+50 0.6127 1.46 | Q | V | | | 10+55 0.6229 1.47 | Q | V | | | 11+ 0 0.6331 1.48 | Q | V | | | 11+ 5 0.6432 1.48 | Q | V | | | 11+10 0.6532 1.44 | Q | V | | | 11+15 0.6631 1.44 | Q | V | | | 11+20 0.6729 1.43 | Q | V | | | 11+25 0.6828 1.43 | Q | V | | | 11+30 0.6926 1.43 | Q | V | | | 11+35 0.7022 1.40 | Q | V | | | 11+40 0.7113 1.33 | Q | V | | | 11+45 0.7203 1.30 | Q | V | | | 11+50 0.7292 1.30 | Q | V | | | 11+55 0.7384 1.33 | Q | V | | | 12+ 0 0.7476 1.34 | Q | V | | | 12+ 5 0.7576 1.44 | Q | V | | | 12+10 0.7694 1.72 | Q | V| | | 12+15 0.7819 1.82 | Q | V| | | 12+20 0.7949 1.88 | Q | V| | | 12+25 0.8084 1.96 | Q | V | | 12+30 0.8221 2.00 | Q | V | | 12+35 0.8363 2.05 | Q | V | | 12+40 0.8512 2.17 | Q | |V | | 12+45 0.8664 2.22 | Q | |V | | 12+50 0.8820 2.25 | Q| | V | | 12+55 0.8979 2.32 | Q| | V | | 13+ 0 0.9141 2.34 | Q| | V | | 13+ 5 0.9309 2.45 | Q| | V | | 13+10 0.9496 2.71 | Q | V | | 13+15 0.9689 2.80 | |Q | V | | 13+20 0.9885 2.85 | |Q | V | | 13+25 1.0083 2.88 | |Q | V | | 13+30 1.0283 2.89 | |Q | V | | 13+35 1.0469 2.71 | Q | V | | 13+40 1.0619 2.17 | Q | | V | | 13+45 1.0755 1.99 | Q | | V | | 13+50 1.0886 1.90 | Q | | V | | 13+55 1.1014 1.86 | Q | | V | | 14+ 0 1.1140 1.83 | Q | | V | | 14+ 5 1.1270 1.88 | Q | | V | | 14+10 1.1413 2.07 | Q | | V | | 14+15 1.1560 2.13 | Q | | V | | 14+20 1.1708 2.15 | Q | | V| | 14+25 1.1854 2.12 | Q | | V| | 14+30 1.2000 2.12 | Q | | V | 14+35 1.2146 2.12 | Q | | V | 14+40 1.2293 2.13 | Q | | V | 14+45 1.2439 2.13 | Q | | |V | 14+50 1.2585 2.11 | Q | | |V | 14+55 1.2727 2.06 | Q | | |V | 15+ 0 1.2868 2.05 | Q | | | V | 15+ 5 1.3008 2.03 | Q | | | V | 15+10 1.3144 1.98 | Q | | | V | 15+15 1.3279 1.96 | Q | | | V | 15+20 1.3412 1.93 | Q | | | V | 15+25 1.3541 1.88 | Q | | | V | 15+30 1.3669 1.86 | Q | | | V | 15+35 1.3792 1.78 | Q | | | V | 15+40 1.3901 1.58 | Q | | | V | 15+45 1.4005 1.51 | Q | | | V | 15+50 1.4107 1.48 | Q | | | V | 15+55 1.4208 1.46 | Q | | | V | 16+ 0 1.4308 1.45 | Q | | | V | 16+ 5 1.4394 1.25 | Q | | | V | 16+10 1.4442 0.70 | Q | | | V | 16+15 1.4477 0.51 | Q | | | V | 16+20 1.4507 0.42 |Q | | | V | 16+25 1.4533 0.38 |Q | | | V | 16+30 1.4556 0.34 |Q | | | V | 16+35 1.4578 0.31 |Q | | | V | 16+40 1.4596 0.26 |Q | | | V | 16+45 1.4612 0.24 Q | | | V | 16+50 1.4628 0.23 Q | | | V | 16+55 1.4644 0.23 Q | | | V | 17+ 0 1.4660 0.23 Q | | | V | 17+ 5 1.4677 0.25 |Q | | | V | 17+10 1.4699 0.32 |Q | | | V | 17+15 1.4723 0.35 |Q | | | V | 17+20 1.4748 0.36 |Q | | | V | 17+25 1.4773 0.36 |Q | | | V | 17+30 1.4798 0.37 |Q | | | V | 17+35 1.4824 0.37 |Q | | | V | 17+40 1.4849 0.37 |Q | | | V | 17+45 1.4875 0.37 |Q | | | V | 17+50 1.4900 0.36 |Q | | | V | 17+55 1.4922 0.33 |Q | | | V | 18+ 0 1.4944 0.31 |Q | | | V | 18+ 5 1.4965 0.31 |Q | | | V | 18+10 1.4986 0.30 |Q | | | V | 18+15 1.5007 0.30 |Q | | | V | 18+20 1.5028 0.30 |Q | | | V | 18+25 1.5048 0.30 |Q | | | V | 18+30 1.5069 0.30 |Q | | | V | 18+35 1.5089 0.29 |Q | | | V | 18+40 1.5106 0.25 |Q | | | V | 18+45 1.5122 0.24 Q | | | V | 18+50 1.5138 0.22 Q | | | V | 18+55 1.5150 0.18 Q | | | V | 19+ 0 1.5161 0.17 Q | | | V | 19+ 5 1.5173 0.17 Q | | | V | 19+10 1.5187 0.20 Q | | | V | 19+15 1.5202 0.21 Q | | | V | 19+20 1.5218 0.23 Q | | | V | 19+25 1.5237 0.27 |Q | | | V | 19+30 1.5256 0.28 |Q | | | V | 19+35 1.5275 0.28 |Q | | | V | 19+40 1.5292 0.25 Q | | | V | 19+45 1.5308 0.24 Q | | | V | 19+50 1.5323 0.22 Q | | | V | 19+55 1.5336 0.18 Q | | | V | 20+ 0 1.5347 0.17 Q | | | V | 20+ 5 1.5359 0.17 Q | | | V | 20+10 1.5373 0.20 Q | | | V | 20+15 1.5388 0.21 Q | | | V | 20+20 1.5403 0.22 Q | | | V | 20+25 1.5418 0.22 Q | | | V | 20+30 1.5433 0.22 Q | | | V | 20+35 1.5449 0.22 Q | | | V | 20+40 1.5464 0.22 Q | | | V | 20+45 1.5479 0.22 Q | | | V | 20+50 1.5494 0.21 Q | | | V | 20+55 1.5506 0.18 Q | | | V | 21+ 0 1.5517 0.16 Q | | | V | 21+ 5 1.5529 0.17 Q | | | V | 21+10 1.5543 0.20 Q | | | V | 21+15 1.5558 0.21 Q | | | V| 21+20 1.5572 0.21 Q | | | V| 21+25 1.5584 0.17 Q | | | V| 21+30 1.5595 0.16 Q | | | V| 21+35 1.5606 0.17 Q | | | V| 21+40 1.5620 0.20 Q | | | V| 21+45 1.5635 0.21 Q | | | V| 21+50 1.5649 0.21 Q | | | V| 21+55 1.5661 0.17 Q | | | V| 22+ 0 1.5672 0.16 Q | | | V| 22+ 5 1.5684 0.17 Q | | | V| 22+10 1.5698 0.20 Q | | | V| 22+15 1.5713 0.21 Q | | | V| 22+20 1.5727 0.21 Q | | | V| 22+25 1.5738 0.17 Q | | | V| 22+30 1.5749 0.16 Q | | | V| 22+35 1.5760 0.16 Q | | | V| 22+40 1.5771 0.15 Q | | | V| 22+45 1.5781 0.15 Q | | | V| 22+50 1.5792 0.15 Q | | | V| 22+55 1.5802 0.15 Q | | | V| 23+ 0 1.5812 0.15 Q | | | V| 23+ 5 1.5823 0.15 Q | | | V| 23+10 1.5833 0.15 Q | | | V| 23+15 1.5843 0.15 Q | | | V| 23+20 1.5854 0.15 Q | | | V| 23+25 1.5864 0.15 Q | | | V| 23+30 1.5874 0.15 Q | | | V| 23+35 1.5885 0.15 Q | | | V| 23+40 1.5895 0.15 Q | | | V| 23+45 1.5905 0.15 Q | | | V| 23+50 1.5916 0.15 Q | | | V| 23+55 1.5926 0.15 Q | | | V| 24+ 0 1.5936 0.15 Q | | | V| 24+ 5 1.5945 0.12 Q | | | V| 24+10 1.5948 0.05 Q | | | V| 24+15 1.5950 0.03 Q | | | V| 24+20 1.5951 0.02 Q | | | V| 24+25 1.5952 0.01 Q | | | V| 24+30 1.5952 0.01 Q | | | V| 24+35 1.5953 0.00 Q | | | V| 24+40 1.5953 0.00 Q | | | V -----------------------------------------------------------------------

2-YEAR 24-HOUR STORM EVENT

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 - 2018, Version 9.0 Study date 12/18/23 File: PRWWA242.out

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Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6615

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

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WHITEWOOD I DEVELOPMENT

PROPOSED CONDITION
DMA A 2-YEAR 24 HOUR STORM EVENT
BY KAM 121823
-------------------------------------------------------------------- Drainage Area = 9.90(Ac.) = 0.015 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 9.90(Ac.) = 0.015 Sq. Mi.

USER Entry of lag time in hours
Lag time = 0.102 Hr.

Lag time = 6.12 Min.
25% of lag time = 1.53 Min.
40% of lag time = 2.45 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]

9.90 1.80 17.82

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

9.90 5.40 53.46

STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 1.800(In)
Area Averaged 100-Year Rainfall = 5.400(In)

Point rain (area averaged) = 1.800(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.800(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

9.900 75.00 0.720
Total Area Entered = 9.90(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

75.0 57.0 0.501 0.720 0.176 1.000 0.176 Sum (F) = 0.176
Area averaged mean soil loss (F) (In/Hr) = 0.176
Minimum soil loss rate ((In/Hr)) = 0.088
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.324
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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 81.699 13.777 1.375 2 0.167 163.399 44.981 4.488 3 0.250 245.098 19.454 1.941 4 0.333 326.797 8.134 0.812 5 0.417 408.497 4.872 0.486 6 0.500 490.196 3.041 0.303 7 0.583 571.895 2.207 0.220 8 0.667 653.595 1.492 0.149 9 0.750 735.294 0.986 0.098 10 0.833 816.993 1.056 0.105 Sum = 100.000 Sum= 9.977
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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 0.014 ( 0.312) 0.005 0.010 2 0.17 0.07 0.014 ( 0.311) 0.005 0.010 3 0.25 0.07 0.014 ( 0.310) 0.005 0.010 4 0.33 0.10 0.022 ( 0.309) 0.007 0.015 5 0.42 0.10 0.022 ( 0.308) 0.007 0.015 6 0.50 0.10 0.022 ( 0.306) 0.007 0.015 7 0.58 0.10 0.022 ( 0.305) 0.007 0.015 8 0.67 0.10 0.022 ( 0.304) 0.007 0.015 9 0.75 0.10 0.022 ( 0.303) 0.007 0.015 10 0.83 0.13 0.029 ( 0.302) 0.009 0.019 11 0.92 0.13 0.029 ( 0.300) 0.009 0.019 12 1.00 0.13 0.029 ( 0.299) 0.009 0.019 13 1.08 0.10 0.022 ( 0.298) 0.007 0.015 14 1.17 0.10 0.022 ( 0.297) 0.007 0.015 15 1.25 0.10 0.022 ( 0.296) 0.007 0.015 16 1.33 0.10 0.022 ( 0.294) 0.007 0.015 17 1.42 0.10 0.022 ( 0.293) 0.007 0.015 18 1.50 0.10 0.022 ( 0.292) 0.007 0.015 19 1.58 0.10 0.022 ( 0.291) 0.007 0.015 20 1.67 0.10 0.022 ( 0.290) 0.007 0.015 21 1.75 0.10 0.022 ( 0.289) 0.007 0.015 22 1.83 0.13 0.029 ( 0.287) 0.009 0.019 23 1.92 0.13 0.029 ( 0.286) 0.009 0.019 24 2.00 0.13 0.029 ( 0.285) 0.009 0.019 25 2.08 0.13 0.029 ( 0.284) 0.009 0.019 26 2.17 0.13 0.029 ( 0.283) 0.009 0.019 27 2.25 0.13 0.029 ( 0.282) 0.009 0.019 28 2.33 0.13 0.029 ( 0.281) 0.009 0.019 29 2.42 0.13 0.029 ( 0.279) 0.009 0.019 30 2.50 0.13 0.029 ( 0.278) 0.009 0.019 31 2.58 0.17 0.036 ( 0.277) 0.012 0.024 32 2.67 0.17 0.036 ( 0.276) 0.012 0.024 33 2.75 0.17 0.036 ( 0.275) 0.012 0.024 34 2.83 0.17 0.036 ( 0.274) 0.012 0.024 35 2.92 0.17 0.036 ( 0.273) 0.012 0.024 36 3.00 0.17 0.036 ( 0.271) 0.012 0.024 37 3.08 0.17 0.036 ( 0.270) 0.012 0.024 38 3.17 0.17 0.036 ( 0.269) 0.012 0.024 39 3.25 0.17 0.036 ( 0.268) 0.012 0.024 40 3.33 0.17 0.036 ( 0.267) 0.012 0.024 41 3.42 0.17 0.036 ( 0.266) 0.012 0.024 42 3.50 0.17 0.036 ( 0.265) 0.012 0.024 43 3.58 0.17 0.036 ( 0.264) 0.012 0.024 44 3.67 0.17 0.036 ( 0.263) 0.012 0.024 45 3.75 0.17 0.036 ( 0.261) 0.012 0.024 46 3.83 0.20 0.043 ( 0.260) 0.014 0.029 47 3.92 0.20 0.043 ( 0.259) 0.014 0.029 48 4.00 0.20 0.043 ( 0.258) 0.014 0.029 49 4.08 0.20 0.043 ( 0.257) 0.014 0.029 50 4.17 0.20 0.043 ( 0.256) 0.014 0.029 51 4.25 0.20 0.043 ( 0.255) 0.014 0.029 52 4.33 0.23 0.050 ( 0.254) 0.016 0.034 53 4.42 0.23 0.050 ( 0.253) 0.016 0.034 54 4.50 0.23 0.050 ( 0.252) 0.016 0.034 55 4.58 0.23 0.050 ( 0.251) 0.016 0.034 56 4.67 0.23 0.050 ( 0.249) 0.016 0.034 57 4.75 0.23 0.050 ( 0.248) 0.016 0.034 58 4.83 0.27 0.058 ( 0.247) 0.019 0.039 59 4.92 0.27 0.058 ( 0.246) 0.019 0.039 60 5.00 0.27 0.058 ( 0.245) 0.019 0.039 61 5.08 0.20 0.043 ( 0.244) 0.014 0.029 62 5.17 0.20 0.043 ( 0.243) 0.014 0.029 63 5.25 0.20 0.043 ( 0.242) 0.014 0.029 64 5.33 0.23 0.050 ( 0.241) 0.016 0.034 65 5.42 0.23 0.050 ( 0.240) 0.016 0.034 66 5.50 0.23 0.050 ( 0.239) 0.016 0.034 67 5.58 0.27 0.058 ( 0.238) 0.019 0.039 68 5.67 0.27 0.058 ( 0.237) 0.019 0.039 69 5.75 0.27 0.058 ( 0.236) 0.019 0.039 70 5.83 0.27 0.058 ( 0.235) 0.019 0.039 71 5.92 0.27 0.058 ( 0.234) 0.019 0.039 72 6.00 0.27 0.058 ( 0.233) 0.019 0.039 73 6.08 0.30 0.065 ( 0.232) 0.021 0.044 74 6.17 0.30 0.065 ( 0.231) 0.021 0.044 75 6.25 0.30 0.065 ( 0.230) 0.021 0.044 76 6.33 0.30 0.065 ( 0.228) 0.021 0.044 77 6.42 0.30 0.065 ( 0.227) 0.021 0.044 78 6.50 0.30 0.065 ( 0.226) 0.021 0.044 79 6.58 0.33 0.072 ( 0.225) 0.023 0.049 80 6.67 0.33 0.072 ( 0.224) 0.023 0.049 81 6.75 0.33 0.072 ( 0.223) 0.023 0.049 82 6.83 0.33 0.072 ( 0.222) 0.023 0.049 83 6.92 0.33 0.072 ( 0.221) 0.023 0.049 84 7.00 0.33 0.072 ( 0.220) 0.023 0.049 85 7.08 0.33 0.072 ( 0.219) 0.023 0.049 86 7.17 0.33 0.072 ( 0.218) 0.023 0.049 87 7.25 0.33 0.072 ( 0.217) 0.023 0.049 88 7.33 0.37 0.079 ( 0.216) 0.026 0.054 89 7.42 0.37 0.079 ( 0.215) 0.026 0.054 90 7.50 0.37 0.079 ( 0.214) 0.026 0.054 91 7.58 0.40 0.086 ( 0.213) 0.028 0.058 92 7.67 0.40 0.086 ( 0.212) 0.028 0.058 93 7.75 0.40 0.086 ( 0.211) 0.028 0.058 94 7.83 0.43 0.094 ( 0.210) 0.030 0.063 95 7.92 0.43 0.094 ( 0.210) 0.030 0.063 96 8.00 0.43 0.094 ( 0.209) 0.030 0.063 97 8.08 0.50 0.108 ( 0.208) 0.035 0.073 98 8.17 0.50 0.108 ( 0.207) 0.035 0.073 99 8.25 0.50 0.108 ( 0.206) 0.035 0.073 100 8.33 0.50 0.108 ( 0.205) 0.035 0.073 101 8.42 0.50 0.108 ( 0.204) 0.035 0.073 102 8.50 0.50 0.108 ( 0.203) 0.035 0.073 103 8.58 0.53 0.115 ( 0.202) 0.037 0.078 104 8.67 0.53 0.115 ( 0.201) 0.037 0.078 105 8.75 0.53 0.115 ( 0.200) 0.037 0.078 106 8.83 0.57 0.122 ( 0.199) 0.040 0.083 107 8.92 0.57 0.122 ( 0.198) 0.040 0.083 108 9.00 0.57 0.122 ( 0.197) 0.040 0.083 109 9.08 0.63 0.137 ( 0.196) 0.044 0.092 110 9.17 0.63 0.137 ( 0.195) 0.044 0.092 111 9.25 0.63 0.137 ( 0.194) 0.044 0.092 112 9.33 0.67 0.144 ( 0.193) 0.047 0.097 113 9.42 0.67 0.144 ( 0.192) 0.047 0.097 114 9.50 0.67 0.144 ( 0.192) 0.047 0.097 115 9.58 0.70 0.151 ( 0.191) 0.049 0.102 116 9.67 0.70 0.151 ( 0.190) 0.049 0.102 117 9.75 0.70 0.151 ( 0.189) 0.049 0.102 118 9.83 0.73 0.158 ( 0.188) 0.051 0.107 119 9.92 0.73 0.158 ( 0.187) 0.051 0.107 120 10.00 0.73 0.158 ( 0.186) 0.051 0.107 121 10.08 0.50 0.108 ( 0.185) 0.035 0.073 122 10.17 0.50 0.108 ( 0.184) 0.035 0.073 123 10.25 0.50 0.108 ( 0.183) 0.035 0.073 124 10.33 0.50 0.108 ( 0.182) 0.035 0.073 125 10.42 0.50 0.108 ( 0.182) 0.035 0.073 126 10.50 0.50 0.108 ( 0.181) 0.035 0.073 127 10.58 0.67 0.144 ( 0.180) 0.047 0.097 128 10.67 0.67 0.144 ( 0.179) 0.047 0.097 129 10.75 0.67 0.144 ( 0.178) 0.047 0.097 130 10.83 0.67 0.144 ( 0.177) 0.047 0.097 131 10.92 0.67 0.144 ( 0.176) 0.047 0.097 132 11.00 0.67 0.144 ( 0.175) 0.047 0.097 133 11.08 0.63 0.137 ( 0.175) 0.044 0.092 134 11.17 0.63 0.137 ( 0.174) 0.044 0.092 135 11.25 0.63 0.137 ( 0.173) 0.044 0.092 136 11.33 0.63 0.137 ( 0.172) 0.044 0.092 137 11.42 0.63 0.137 ( 0.171) 0.044 0.092 138 11.50 0.63 0.137 ( 0.170) 0.044 0.092 139 11.58 0.57 0.122 ( 0.169) 0.040 0.083 140 11.67 0.57 0.122 ( 0.169) 0.040 0.083 141 11.75 0.57 0.122 ( 0.168) 0.040 0.083 142 11.83 0.60 0.130 ( 0.167) 0.042 0.088 143 11.92 0.60 0.130 ( 0.166) 0.042 0.088 144 12.00 0.60 0.130 ( 0.165) 0.042 0.088 145 12.08 0.83 0.180 ( 0.164) 0.058 0.122 146 12.17 0.83 0.180 ( 0.164) 0.058 0.122 147 12.25 0.83 0.180 ( 0.163) 0.058 0.122 148 12.33 0.87 0.187 ( 0.162) 0.061 0.127 149 12.42 0.87 0.187 ( 0.161) 0.061 0.127 150 12.50 0.87 0.187 ( 0.160) 0.061 0.127 151 12.58 0.93 0.202 ( 0.160) 0.065 0.136 152 12.67 0.93 0.202 ( 0.159) 0.065 0.136 153 12.75 0.93 0.202 ( 0.158) 0.065 0.136 154 12.83 0.97 0.209 ( 0.157) 0.068 0.141 155 12.92 0.97 0.209 ( 0.156) 0.068 0.141 156 13.00 0.97 0.209 ( 0.156) 0.068 0.141 157 13.08 1.13 0.245 ( 0.155) 0.079 0.165 158 13.17 1.13 0.245 ( 0.154) 0.079 0.165 159 13.25 1.13 0.245 ( 0.153) 0.079 0.165 160 13.33 1.13 0.245 ( 0.152) 0.079 0.165 161 13.42 1.13 0.245 ( 0.152) 0.079 0.165 162 13.50 1.13 0.245 ( 0.151) 0.079 0.165 163 13.58 0.77 0.166 ( 0.150) 0.054 0.112 164 13.67 0.77 0.166 ( 0.149) 0.054 0.112 165 13.75 0.77 0.166 ( 0.149) 0.054 0.112 166 13.83 0.77 0.166 ( 0.148) 0.054 0.112 167 13.92 0.77 0.166 ( 0.147) 0.054 0.112 168 14.00 0.77 0.166 ( 0.146) 0.054 0.112 169 14.08 0.90 0.194 ( 0.146) 0.063 0.131 170 14.17 0.90 0.194 ( 0.145) 0.063 0.131 171 14.25 0.90 0.194 ( 0.144) 0.063 0.131 172 14.33 0.87 0.187 ( 0.143) 0.061 0.127 173 14.42 0.87 0.187 ( 0.143) 0.061 0.127 174 14.50 0.87 0.187 ( 0.142) 0.061 0.127 175 14.58 0.87 0.187 ( 0.141) 0.061 0.127 176 14.67 0.87 0.187 ( 0.140) 0.061 0.127 177 14.75 0.87 0.187 ( 0.140) 0.061 0.127 178 14.83 0.83 0.180 ( 0.139) 0.058 0.122 179 14.92 0.83 0.180 ( 0.138) 0.058 0.122 180 15.00 0.83 0.180 ( 0.138) 0.058 0.122 181 15.08 0.80 0.173 ( 0.137) 0.056 0.117 182 15.17 0.80 0.173 ( 0.136) 0.056 0.117 183 15.25 0.80 0.173 ( 0.136) 0.056 0.117 184 15.33 0.77 0.166 ( 0.135) 0.054 0.112 185 15.42 0.77 0.166 ( 0.134) 0.054 0.112 186 15.50 0.77 0.166 ( 0.133) 0.054 0.112 187 15.58 0.63 0.137 ( 0.133) 0.044 0.092 188 15.67 0.63 0.137 ( 0.132) 0.044 0.092 189 15.75 0.63 0.137 ( 0.131) 0.044 0.092 190 15.83 0.63 0.137 ( 0.131) 0.044 0.092 191 15.92 0.63 0.137 ( 0.130) 0.044 0.092 192 16.00 0.63 0.137 ( 0.129) 0.044 0.092 193 16.08 0.13 0.029 ( 0.129) 0.009 0.019 194 16.17 0.13 0.029 ( 0.128) 0.009 0.019 195 16.25 0.13 0.029 ( 0.127) 0.009 0.019 196 16.33 0.13 0.029 ( 0.127) 0.009 0.019 197 16.42 0.13 0.029 ( 0.126) 0.009 0.019 198 16.50 0.13 0.029 ( 0.125) 0.009 0.019 199 16.58 0.10 0.022 ( 0.125) 0.007 0.015 200 16.67 0.10 0.022 ( 0.124) 0.007 0.015 201 16.75 0.10 0.022 ( 0.124) 0.007 0.015 202 16.83 0.10 0.022 ( 0.123) 0.007 0.015 203 16.92 0.10 0.022 ( 0.122) 0.007 0.015 204 17.00 0.10 0.022 ( 0.122) 0.007 0.015 205 17.08 0.17 0.036 ( 0.121) 0.012 0.024 206 17.17 0.17 0.036 ( 0.120) 0.012 0.024 207 17.25 0.17 0.036 ( 0.120) 0.012 0.024 208 17.33 0.17 0.036 ( 0.119) 0.012 0.024 209 17.42 0.17 0.036 ( 0.119) 0.012 0.024 210 17.50 0.17 0.036 ( 0.118) 0.012 0.024 211 17.58 0.17 0.036 ( 0.118) 0.012 0.024 212 17.67 0.17 0.036 ( 0.117) 0.012 0.024 213 17.75 0.17 0.036 ( 0.116) 0.012 0.024 214 17.83 0.13 0.029 ( 0.116) 0.009 0.019 215 17.92 0.13 0.029 ( 0.115) 0.009 0.019 216 18.00 0.13 0.029 ( 0.115) 0.009 0.019 217 18.08 0.13 0.029 ( 0.114) 0.009 0.019 218 18.17 0.13 0.029 ( 0.113) 0.009 0.019 219 18.25 0.13 0.029 ( 0.113) 0.009 0.019 220 18.33 0.13 0.029 ( 0.112) 0.009 0.019 221 18.42 0.13 0.029 ( 0.112) 0.009 0.019 222 18.50 0.13 0.029 ( 0.111) 0.009 0.019 223 18.58 0.10 0.022 ( 0.111) 0.007 0.015 224 18.67 0.10 0.022 ( 0.110) 0.007 0.015 225 18.75 0.10 0.022 ( 0.110) 0.007 0.015 226 18.83 0.07 0.014 ( 0.109) 0.005 0.010 227 18.92 0.07 0.014 ( 0.109) 0.005 0.010 228 19.00 0.07 0.014 ( 0.108) 0.005 0.010 229 19.08 0.10 0.022 ( 0.108) 0.007 0.015 230 19.17 0.10 0.022 ( 0.107) 0.007 0.015 231 19.25 0.10 0.022 ( 0.107) 0.007 0.015 232 19.33 0.13 0.029 ( 0.106) 0.009 0.019 233 19.42 0.13 0.029 ( 0.106) 0.009 0.019 234 19.50 0.13 0.029 ( 0.105) 0.009 0.019 235 19.58 0.10 0.022 ( 0.105) 0.007 0.015 236 19.67 0.10 0.022 ( 0.104) 0.007 0.015 237 19.75 0.10 0.022 ( 0.104) 0.007 0.015 238 19.83 0.07 0.014 ( 0.103) 0.005 0.010 239 19.92 0.07 0.014 ( 0.103) 0.005 0.010 240 20.00 0.07 0.014 ( 0.102) 0.005 0.010 241 20.08 0.10 0.022 ( 0.102) 0.007 0.015 242 20.17 0.10 0.022 ( 0.101) 0.007 0.015 243 20.25 0.10 0.022 ( 0.101) 0.007 0.015 244 20.33 0.10 0.022 ( 0.101) 0.007 0.015 245 20.42 0.10 0.022 ( 0.100) 0.007 0.015 246 20.50 0.10 0.022 ( 0.100) 0.007 0.015 247 20.58 0.10 0.022 ( 0.099) 0.007 0.015 248 20.67 0.10 0.022 ( 0.099) 0.007 0.015 249 20.75 0.10 0.022 ( 0.098) 0.007 0.015 250 20.83 0.07 0.014 ( 0.098) 0.005 0.010 251 20.92 0.07 0.014 ( 0.098) 0.005 0.010 252 21.00 0.07 0.014 ( 0.097) 0.005 0.010 253 21.08 0.10 0.022 ( 0.097) 0.007 0.015 254 21.17 0.10 0.022 ( 0.096) 0.007 0.015 255 21.25 0.10 0.022 ( 0.096) 0.007 0.015 256 21.33 0.07 0.014 ( 0.096) 0.005 0.010 257 21.42 0.07 0.014 ( 0.095) 0.005 0.010 258 21.50 0.07 0.014 ( 0.095) 0.005 0.010 259 21.58 0.10 0.022 ( 0.095) 0.007 0.015 260 21.67 0.10 0.022 ( 0.094) 0.007 0.015 261 21.75 0.10 0.022 ( 0.094) 0.007 0.015 262 21.83 0.07 0.014 ( 0.094) 0.005 0.010 263 21.92 0.07 0.014 ( 0.093) 0.005 0.010 264 22.00 0.07 0.014 ( 0.093) 0.005 0.010 265 22.08 0.10 0.022 ( 0.093) 0.007 0.015 266 22.17 0.10 0.022 ( 0.092) 0.007 0.015 267 22.25 0.10 0.022 ( 0.092) 0.007 0.015 268 22.33 0.07 0.014 ( 0.092) 0.005 0.010 269 22.42 0.07 0.014 ( 0.092) 0.005 0.010 270 22.50 0.07 0.014 ( 0.091) 0.005 0.010 271 22.58 0.07 0.014 ( 0.091) 0.005 0.010 272 22.67 0.07 0.014 ( 0.091) 0.005 0.010 273 22.75 0.07 0.014 ( 0.091) 0.005 0.010 274 22.83 0.07 0.014 ( 0.090) 0.005 0.010 275 22.92 0.07 0.014 ( 0.090) 0.005 0.010 276 23.00 0.07 0.014 ( 0.090) 0.005 0.010 277 23.08 0.07 0.014 ( 0.090) 0.005 0.010 278 23.17 0.07 0.014 ( 0.089) 0.005 0.010 279 23.25 0.07 0.014 ( 0.089) 0.005 0.010 280 23.33 0.07 0.014 ( 0.089) 0.005 0.010 281 23.42 0.07 0.014 ( 0.089) 0.005 0.010 282 23.50 0.07 0.014 ( 0.089) 0.005 0.010 283 23.58 0.07 0.014 ( 0.089) 0.005 0.010 284 23.67 0.07 0.014 ( 0.088) 0.005 0.010 285 23.75 0.07 0.014 ( 0.088) 0.005 0.010 286 23.83 0.07 0.014 ( 0.088) 0.005 0.010 287 23.92 0.07 0.014 ( 0.088) 0.005 0.010 288 24.00 0.07 0.014 ( 0.088) 0.005 0.010 (Loss Rate Not Used)
Sum = 100.0 Sum = 14.6 Flood volume = Effective rainfall 1.22(In)
times area 9.9(Ac.)/[(In)/(Ft.)] = 1.0(Ac.Ft) Total soil loss = 0.58(In)
Total soil loss = 0.481(Ac.Ft)
Total rainfall = 1.80(In)
Flood volume = 43727.3 Cubic Feet
Total soil loss = 20958.1 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.637(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 0.0001 0.01 Q | | | | 0+10 0.0005 0.06 Q | | | | 0+15 0.0010 0.08 Q | | | | 0+20 0.0016 0.09 Q | | | | 0+25 0.0024 0.12 Q | | | | 0+30 0.0033 0.13 Q | | | | 0+35 0.0043 0.14 Q | | | | 0+40 0.0052 0.14 Q | | | | 0+45 0.0062 0.14 Q | | | | 0+50 0.0072 0.15 Q | | | | 0+55 0.0084 0.17 Q | | | | 1+ 0 0.0097 0.18 Q | | | | 1+ 5 0.0109 0.18 Q | | | | 1+10 0.0121 0.16 Q | | | | 1+15 0.0131 0.15 Q | | | | 1+20 0.0142 0.15 Q | | | | 1+25 0.0152 0.15 Q | | | | 1+30 0.0162 0.15 Q | | | | 1+35 0.0172 0.15 Q | | | | 1+40 0.0182 0.15 Q | | | | 1+45 0.0192 0.15 Q | | | | 1+50 0.0203 0.15 Q | | | | 1+55 0.0215 0.17 Q | | | | 2+ 0 0.0227 0.18 Q | | | | 2+ 5 0.0240 0.19 Q | | | | 2+10 0.0254 0.19 QV | | | | 2+15 0.0267 0.19 QV | | | | 2+20 0.0280 0.19 QV | | | | 2+25 0.0293 0.19 QV | | | | 2+30 0.0307 0.19 QV | | | | 2+35 0.0320 0.20 QV | | | | 2+40 0.0336 0.22 QV | | | | 2+45 0.0352 0.23 QV | | | | 2+50 0.0368 0.24 QV | | | | 2+55 0.0385 0.24 QV | | | | 3+ 0 0.0401 0.24 QV | | | | 3+ 5 0.0418 0.24 QV | | | | 3+10 0.0434 0.24 QV | | | | 3+15 0.0451 0.24 QV | | | | 3+20 0.0468 0.24 QV | | | | 3+25 0.0485 0.24 QV | | | | 3+30 0.0501 0.24 QV | | | | 3+35 0.0518 0.24 Q V | | | | 3+40 0.0535 0.24 Q V | | | | 3+45 0.0551 0.24 Q V | | | | 3+50 0.0569 0.25 Q V | | | | 3+55 0.0587 0.27 |QV | | | | 4+ 0 0.0607 0.28 |QV | | | | 4+ 5 0.0626 0.28 |QV | | | | 4+10 0.0646 0.29 |QV | | | | 4+15 0.0666 0.29 |QV | | | | 4+20 0.0686 0.30 |QV | | | | 4+25 0.0708 0.32 |QV | | | | 4+30 0.0731 0.33 |QV | | | | 4+35 0.0754 0.33 |Q V | | | | 4+40 0.0777 0.34 |Q V | | | | 4+45 0.0800 0.34 |Q V | | | | 4+50 0.0824 0.35 |Q V | | | | 4+55 0.0849 0.37 |Q V | | | | 5+ 0 0.0875 0.38 |Q V | | | | 5+ 5 0.0901 0.37 |Q V | | | | 5+10 0.0923 0.33 |Q V | | | | 5+15 0.0945 0.31 |Q V | | | | 5+20 0.0966 0.31 |Q V | | | | 5+25 0.0989 0.33 |Q V | | | | 5+30 0.1012 0.33 |Q V | | | | 5+35 0.1035 0.34 |Q V | | | | 5+40 0.1061 0.37 |Q V | | | | 5+45 0.1086 0.38 |Q V | | | | 5+50 0.1113 0.38 |Q V | | | | 5+55 0.1139 0.38 |Q V | | | | 6+ 0 0.1166 0.39 |Q V | | | | 6+ 5 0.1193 0.39 |Q V | | | | 6+10 0.1221 0.42 |Q V | | | | 6+15 0.1251 0.43 |Q V | | | | 6+20 0.1280 0.43 |Q V | | | | 6+25 0.1310 0.43 |Q V | | | | 6+30 0.1340 0.43 |Q V | | | | 6+35 0.1371 0.44 |Q V | | | | 6+40 0.1403 0.46 |Q V | | | | 6+45 0.1435 0.47 |Q V | | | | 6+50 0.1468 0.48 |Q V | | | | 6+55 0.1501 0.48 |Q V | | | | 7+ 0 0.1535 0.48 |Q V | | | | 7+ 5 0.1568 0.48 |Q V | | | | 7+10 0.1601 0.48 |Q V | | | | 7+15 0.1635 0.49 |Q V | | | | 7+20 0.1669 0.49 |Q V | | | | 7+25 0.1704 0.51 | Q V | | | | 7+30 0.1740 0.52 | Q V | | | | 7+35 0.1777 0.53 | Q V | | | | 7+40 0.1816 0.56 | Q V | | | | 7+45 0.1855 0.57 | Q V | | | | 7+50 0.1895 0.58 | Q V | | | | 7+55 0.1937 0.61 | Q V | | | | 8+ 0 0.1979 0.62 | Q V | | | | 8+ 5 0.2023 0.64 | Q V | | | | 8+10 0.2070 0.68 | Q V | | | | 8+15 0.2119 0.70 | Q V | | | | 8+20 0.2168 0.71 | Q V | | | | 8+25 0.2217 0.72 | Q V | | | | 8+30 0.2267 0.72 | Q V| | | | 8+35 0.2318 0.73 | Q V| | | | 8+40 0.2370 0.76 | Q V| | | | 8+45 0.2422 0.77 | Q V| | | | 8+50 0.2476 0.78 | Q V| | | | 8+55 0.2531 0.80 | Q V | | | 9+ 0 0.2587 0.81 | Q V | | | 9+ 5 0.2644 0.83 | Q V | | | 9+10 0.2705 0.88 | Q V | | | 9+15 0.2767 0.90 | Q |V | | | 9+20 0.2830 0.91 | Q |V | | | 9+25 0.2894 0.94 | Q |V | | | 9+30 0.2960 0.96 | Q |V | | | 9+35 0.3027 0.97 | Q | V | | | 9+40 0.3095 0.99 | Q | V | | | 9+45 0.3165 1.01 | Q | V | | | 9+50 0.3235 1.02 | Q | V | | | 9+55 0.3307 1.04 | Q | V | | | 10+ 0 0.3379 1.06 | Q | V | | | 10+ 5 0.3449 1.01 | Q | V | | | 10+10 0.3509 0.86 | Q | V | | | 10+15 0.3564 0.80 | Q | V | | | 10+20 0.3617 0.77 | Q | V | | | 10+25 0.3669 0.76 | Q | V | | | 10+30 0.3721 0.75 | Q | V | | | 10+35 0.3774 0.77 | Q | V | | | 10+40 0.3834 0.88 | Q | V | | | 10+45 0.3898 0.92 | Q | V | | | 10+50 0.3963 0.94 | Q | V | | | 10+55 0.4028 0.95 | Q | V | | | 11+ 0 0.4094 0.96 | Q | V | | | 11+ 5 0.4160 0.96 | Q | V | | | 11+10 0.4225 0.94 | Q | V | | | 11+15 0.4289 0.93 | Q | V | | | 11+20 0.4353 0.93 | Q | V | | | 11+25 0.4417 0.93 | Q | V | | | 11+30 0.4480 0.93 | Q | V | | | 11+35 0.4543 0.91 | Q | V | | | 11+40 0.4603 0.87 | Q | V | | | 11+45 0.4661 0.85 | Q | V | | | 11+50 0.4719 0.85 | Q | V | | | 11+55 0.4779 0.86 | Q | V| | | 12+ 0 0.4839 0.87 | Q | V| | | 12+ 5 0.4902 0.92 | Q | V| | | 12+10 0.4976 1.07 | Q | V| | | 12+15 0.5054 1.14 | Q | V | | 12+20 0.5135 1.17 | Q | V | | 12+25 0.5219 1.21 | Q | V | | 12+30 0.5303 1.23 | Q | |V | | 12+35 0.5390 1.26 | Q | |V | | 12+40 0.5480 1.31 | Q | |V | | 12+45 0.5572 1.33 | Q | | V | | 12+50 0.5665 1.35 | Q | | V | | 12+55 0.5760 1.38 | Q | | V | | 13+ 0 0.5856 1.39 | Q | | V | | 13+ 5 0.5955 1.43 | Q | | V | | 13+10 0.6061 1.55 | Q | | V | | 13+15 0.6171 1.60 | Q | | V | | 13+20 0.6282 1.62 | Q | | V | | 13+25 0.6395 1.63 | Q | | V | | 13+30 0.6507 1.64 | Q | | V | | 13+35 0.6616 1.57 | Q | | V | | 13+40 0.6707 1.33 | Q | | V | | 13+45 0.6792 1.23 | Q | | V | | 13+50 0.6874 1.19 | Q | | V | | 13+55 0.6954 1.16 | Q | | V | | 14+ 0 0.7033 1.15 | Q | | V | | 14+ 5 0.7113 1.16 | Q | | V | | 14+10 0.7199 1.24 | Q | | V | | 14+15 0.7287 1.28 | Q | | V| | 14+20 0.7375 1.28 | Q | | V| | 14+25 0.7462 1.27 | Q | | V| | 14+30 0.7549 1.26 | Q | | V | 14+35 0.7636 1.26 | Q | | V | 14+40 0.7723 1.26 | Q | | V | 14+45 0.7810 1.26 | Q | | |V | 14+50 0.7897 1.26 | Q | | |V | 14+55 0.7982 1.24 | Q | | |V | 15+ 0 0.8066 1.23 | Q | | | V | 15+ 5 0.8150 1.21 | Q | | | V | 15+10 0.8232 1.19 | Q | | | V | 15+15 0.8313 1.18 | Q | | | V | 15+20 0.8394 1.17 | Q | | | V | 15+25 0.8472 1.14 | Q | | | V | 15+30 0.8550 1.13 | Q | | | V | 15+35 0.8626 1.10 | Q | | | V | 15+40 0.8695 1.01 | Q | | | V | 15+45 0.8762 0.97 | Q | | | V | 15+50 0.8828 0.95 | Q | | | V | 15+55 0.8892 0.94 | Q | | | V | 16+ 0 0.8957 0.93 | Q | | | V | 16+ 5 0.9014 0.83 | Q | | | V | 16+10 0.9048 0.50 |Q | | | V | 16+15 0.9073 0.36 |Q | | | V | 16+20 0.9093 0.29 |Q | | | V | 16+25 0.9111 0.26 |Q | | | V | 16+30 0.9127 0.24 Q | | | V | 16+35 0.9142 0.21 Q | | | V | 16+40 0.9154 0.18 Q | | | V | 16+45 0.9166 0.16 Q | | | V | 16+50 0.9176 0.15 Q | | | V | 16+55 0.9186 0.15 Q | | | V | 17+ 0 0.9197 0.15 Q | | | V | 17+ 5 0.9208 0.16 Q | | | V | 17+10 0.9222 0.20 Q | | | V | 17+15 0.9237 0.22 Q | | | V | 17+20 0.9253 0.23 Q | | | V | 17+25 0.9269 0.23 Q | | | V | 17+30 0.9285 0.24 Q | | | V | 17+35 0.9302 0.24 Q | | | V | 17+40 0.9318 0.24 Q | | | V | 17+45 0.9335 0.24 Q | | | V | 17+50 0.9351 0.24 Q | | | V | 17+55 0.9366 0.21 Q | | | V | 18+ 0 0.9380 0.20 Q | | | V | 18+ 5 0.9394 0.20 Q | | | V | 18+10 0.9408 0.20 Q | | | V | 18+15 0.9421 0.20 Q | | | V | 18+20 0.9435 0.20 Q | | | V | 18+25 0.9448 0.20 Q | | | V | 18+30 0.9462 0.19 Q | | | V | 18+35 0.9475 0.19 Q | | | V | 18+40 0.9486 0.17 Q | | | V | 18+45 0.9497 0.16 Q | | | V | 18+50 0.9507 0.15 Q | | | V | 18+55 0.9515 0.12 Q | | | V | 19+ 0 0.9523 0.11 Q | | | V | 19+ 5 0.9531 0.11 Q | | | V | 19+10 0.9540 0.13 Q | | | V | 19+15 0.9549 0.14 Q | | | V | 19+20 0.9559 0.15 Q | | | V | 19+25 0.9571 0.17 Q | | | V | 19+30 0.9584 0.18 Q | | | V | 19+35 0.9596 0.18 Q | | | V | 19+40 0.9607 0.16 Q | | | V | 19+45 0.9617 0.15 Q | | | V | 19+50 0.9627 0.14 Q | | | V | 19+55 0.9636 0.12 Q | | | V | 20+ 0 0.9643 0.11 Q | | | V | 20+ 5 0.9651 0.11 Q | | | V | 20+10 0.9660 0.13 Q | | | V | 20+15 0.9670 0.14 Q | | | V | 20+20 0.9679 0.14 Q | | | V | 20+25 0.9689 0.14 Q | | | V | 20+30 0.9699 0.14 Q | | | V | 20+35 0.9709 0.14 Q | | | V | 20+40 0.9719 0.14 Q | | | V | 20+45 0.9729 0.15 Q | | | V | 20+50 0.9738 0.14 Q | | | V | 20+55 0.9746 0.12 Q | | | V | 21+ 0 0.9754 0.11 Q | | | V | 21+ 5 0.9761 0.11 Q | | | V | 21+10 0.9770 0.13 Q | | | V | 21+15 0.9780 0.14 Q | | | V | 21+20 0.9789 0.13 Q | | | V| 21+25 0.9797 0.11 Q | | | V| 21+30 0.9804 0.11 Q | | | V| 21+35 0.9812 0.11 Q | | | V| 21+40 0.9821 0.13 Q | | | V| 21+45 0.9830 0.14 Q | | | V| 21+50 0.9839 0.13 Q | | | V| 21+55 0.9847 0.11 Q | | | V| 22+ 0 0.9854 0.11 Q | | | V| 22+ 5 0.9862 0.11 Q | | | V| 22+10 0.9871 0.13 Q | | | V| 22+15 0.9880 0.14 Q | | | V| 22+20 0.9890 0.13 Q | | | V| 22+25 0.9897 0.11 Q | | | V| 22+30 0.9905 0.11 Q | | | V| 22+35 0.9912 0.10 Q | | | V| 22+40 0.9919 0.10 Q | | | V| 22+45 0.9925 0.10 Q | | | V| 22+50 0.9932 0.10 Q | | | V| 22+55 0.9939 0.10 Q | | | V| 23+ 0 0.9946 0.10 Q | | | V| 23+ 5 0.9952 0.10 Q | | | V| 23+10 0.9959 0.10 Q | | | V| 23+15 0.9966 0.10 Q | | | V| 23+20 0.9973 0.10 Q | | | V| 23+25 0.9979 0.10 Q | | | V| 23+30 0.9986 0.10 Q | | | V| 23+35 0.9993 0.10 Q | | | V| 23+40 0.9999 0.10 Q | | | V| 23+45 1.0006 0.10 Q | | | V| 23+50 1.0013 0.10 Q | | | V| 23+55 1.0019 0.10 Q | | | V| 24+ 0 1.0026 0.10 Q | | | V| 24+ 5 1.0032 0.08 Q | | | V| 24+10 1.0035 0.04 Q | | | V| 24+15 1.0036 0.02 Q | | | V| 24+20 1.0037 0.01 Q | | | V| 24+25 1.0038 0.01 Q | | | V| 24+30 1.0038 0.01 Q | | | V| 24+35 1.0038 0.00 Q | | | V| 24+40 1.0038 0.00 Q | | | V| 24+45 1.0038 0.00 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 - 2018, Version 9.0 Study date 12/18/23 File: PRWWB242.out

++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------

Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978

Program License Serial Number 6615

--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used

English Units used in output format

---------------------------------------------------------------------

WHITEWOOD I DEVELOPMENT

PROPOSED CONDITION
DMA B 2-YEAR 24-HOUR STORM EVENT
BY KAM 121823
-------------------------------------------------------------------- Drainage Area = 7.90(Ac.) = 0.012 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 7.90(Ac.) = 0.012 Sq. Mi.

USER Entry of lag time in hours
Lag time = 0.089 Hr.

Lag time = 5.34 Min.
25% of lag time = 1.34 Min.
40% of lag time = 2.14 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]

7.90 1.80 14.22

100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

7.90 5.40 42.66

STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 1.800(In)
Area Averaged 100-Year Rainfall = 5.400(In)

Point rain (area averaged) = 1.800(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.800(In)

Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

7.900 75.00 0.770
Total Area Entered = 7.90(Ac.)

RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

75.0 57.0 0.501 0.770 0.154 1.000 0.154 Sum (F) = 0.154
Area averaged mean soil loss (F) (In/Hr) = 0.154
Minimum soil loss rate ((In/Hr)) = 0.077
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.284
---------------------------------------------------------------------

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 93.633 17.261 1.374 2 0.167 187.266 47.702 3.798 3 0.250 280.899 16.704 1.330 4 0.333 374.532 7.420 0.591 5 0.417 468.165 4.250 0.338 6 0.500 561.798 2.745 0.219 7 0.583 655.431 1.805 0.144 8 0.667 749.064 1.134 0.090 9 0.750 842.697 0.978 0.078 Sum = 100.000 Sum= 7.962
-----------------------------------------------------------------------

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 0.014 ( 0.272) 0.004 0.010 2 0.17 0.07 0.014 ( 0.271) 0.004 0.010 3 0.25 0.07 0.014 ( 0.270) 0.004 0.010 4 0.33 0.10 0.022 ( 0.269) 0.006 0.015 5 0.42 0.10 0.022 ( 0.268) 0.006 0.015 6 0.50 0.10 0.022 ( 0.267) 0.006 0.015 7 0.58 0.10 0.022 ( 0.266) 0.006 0.015 8 0.67 0.10 0.022 ( 0.265) 0.006 0.015 9 0.75 0.10 0.022 ( 0.264) 0.006 0.015 10 0.83 0.13 0.029 ( 0.263) 0.008 0.021 11 0.92 0.13 0.029 ( 0.262) 0.008 0.021 12 1.00 0.13 0.029 ( 0.261) 0.008 0.021 13 1.08 0.10 0.022 ( 0.260) 0.006 0.015 14 1.17 0.10 0.022 ( 0.259) 0.006 0.015 15 1.25 0.10 0.022 ( 0.258) 0.006 0.015 16 1.33 0.10 0.022 ( 0.257) 0.006 0.015 17 1.42 0.10 0.022 ( 0.256) 0.006 0.015 18 1.50 0.10 0.022 ( 0.255) 0.006 0.015 19 1.58 0.10 0.022 ( 0.254) 0.006 0.015 20 1.67 0.10 0.022 ( 0.253) 0.006 0.015 21 1.75 0.10 0.022 ( 0.252) 0.006 0.015 22 1.83 0.13 0.029 ( 0.251) 0.008 0.021 23 1.92 0.13 0.029 ( 0.250) 0.008 0.021 24 2.00 0.13 0.029 ( 0.249) 0.008 0.021 25 2.08 0.13 0.029 ( 0.248) 0.008 0.021 26 2.17 0.13 0.029 ( 0.247) 0.008 0.021 27 2.25 0.13 0.029 ( 0.246) 0.008 0.021 28 2.33 0.13 0.029 ( 0.245) 0.008 0.021 29 2.42 0.13 0.029 ( 0.244) 0.008 0.021 30 2.50 0.13 0.029 ( 0.243) 0.008 0.021 31 2.58 0.17 0.036 ( 0.242) 0.010 0.026 32 2.67 0.17 0.036 ( 0.241) 0.010 0.026 33 2.75 0.17 0.036 ( 0.240) 0.010 0.026 34 2.83 0.17 0.036 ( 0.239) 0.010 0.026 35 2.92 0.17 0.036 ( 0.238) 0.010 0.026 36 3.00 0.17 0.036 ( 0.237) 0.010 0.026 37 3.08 0.17 0.036 ( 0.236) 0.010 0.026 38 3.17 0.17 0.036 ( 0.235) 0.010 0.026 39 3.25 0.17 0.036 ( 0.234) 0.010 0.026 40 3.33 0.17 0.036 ( 0.233) 0.010 0.026 41 3.42 0.17 0.036 ( 0.232) 0.010 0.026 42 3.50 0.17 0.036 ( 0.231) 0.010 0.026 43 3.58 0.17 0.036 ( 0.230) 0.010 0.026 44 3.67 0.17 0.036 ( 0.229) 0.010 0.026 45 3.75 0.17 0.036 ( 0.228) 0.010 0.026 46 3.83 0.20 0.043 ( 0.227) 0.012 0.031 47 3.92 0.20 0.043 ( 0.226) 0.012 0.031 48 4.00 0.20 0.043 ( 0.225) 0.012 0.031 49 4.08 0.20 0.043 ( 0.224) 0.012 0.031 50 4.17 0.20 0.043 ( 0.223) 0.012 0.031 51 4.25 0.20 0.043 ( 0.222) 0.012 0.031 52 4.33 0.23 0.050 ( 0.221) 0.014 0.036 53 4.42 0.23 0.050 ( 0.220) 0.014 0.036 54 4.50 0.23 0.050 ( 0.219) 0.014 0.036 55 4.58 0.23 0.050 ( 0.219) 0.014 0.036 56 4.67 0.23 0.050 ( 0.218) 0.014 0.036 57 4.75 0.23 0.050 ( 0.217) 0.014 0.036 58 4.83 0.27 0.058 ( 0.216) 0.016 0.041 59 4.92 0.27 0.058 ( 0.215) 0.016 0.041 60 5.00 0.27 0.058 ( 0.214) 0.016 0.041 61 5.08 0.20 0.043 ( 0.213) 0.012 0.031 62 5.17 0.20 0.043 ( 0.212) 0.012 0.031 63 5.25 0.20 0.043 ( 0.211) 0.012 0.031 64 5.33 0.23 0.050 ( 0.210) 0.014 0.036 65 5.42 0.23 0.050 ( 0.209) 0.014 0.036 66 5.50 0.23 0.050 ( 0.208) 0.014 0.036 67 5.58 0.27 0.058 ( 0.207) 0.016 0.041 68 5.67 0.27 0.058 ( 0.206) 0.016 0.041 69 5.75 0.27 0.058 ( 0.206) 0.016 0.041 70 5.83 0.27 0.058 ( 0.205) 0.016 0.041 71 5.92 0.27 0.058 ( 0.204) 0.016 0.041 72 6.00 0.27 0.058 ( 0.203) 0.016 0.041 73 6.08 0.30 0.065 ( 0.202) 0.018 0.046 74 6.17 0.30 0.065 ( 0.201) 0.018 0.046 75 6.25 0.30 0.065 ( 0.200) 0.018 0.046 76 6.33 0.30 0.065 ( 0.199) 0.018 0.046 77 6.42 0.30 0.065 ( 0.198) 0.018 0.046 78 6.50 0.30 0.065 ( 0.197) 0.018 0.046 79 6.58 0.33 0.072 ( 0.197) 0.020 0.052 80 6.67 0.33 0.072 ( 0.196) 0.020 0.052 81 6.75 0.33 0.072 ( 0.195) 0.020 0.052 82 6.83 0.33 0.072 ( 0.194) 0.020 0.052 83 6.92 0.33 0.072 ( 0.193) 0.020 0.052 84 7.00 0.33 0.072 ( 0.192) 0.020 0.052 85 7.08 0.33 0.072 ( 0.191) 0.020 0.052 86 7.17 0.33 0.072 ( 0.190) 0.020 0.052 87 7.25 0.33 0.072 ( 0.190) 0.020 0.052 88 7.33 0.37 0.079 ( 0.189) 0.022 0.057 89 7.42 0.37 0.079 ( 0.188) 0.022 0.057 90 7.50 0.37 0.079 ( 0.187) 0.022 0.057 91 7.58 0.40 0.086 ( 0.186) 0.025 0.062 92 7.67 0.40 0.086 ( 0.185) 0.025 0.062 93 7.75 0.40 0.086 ( 0.184) 0.025 0.062 94 7.83 0.43 0.094 ( 0.184) 0.027 0.067 95 7.92 0.43 0.094 ( 0.183) 0.027 0.067 96 8.00 0.43 0.094 ( 0.182) 0.027 0.067 97 8.08 0.50 0.108 ( 0.181) 0.031 0.077 98 8.17 0.50 0.108 ( 0.180) 0.031 0.077 99 8.25 0.50 0.108 ( 0.179) 0.031 0.077 100 8.33 0.50 0.108 ( 0.179) 0.031 0.077 101 8.42 0.50 0.108 ( 0.178) 0.031 0.077 102 8.50 0.50 0.108 ( 0.177) 0.031 0.077 103 8.58 0.53 0.115 ( 0.176) 0.033 0.082 104 8.67 0.53 0.115 ( 0.175) 0.033 0.082 105 8.75 0.53 0.115 ( 0.174) 0.033 0.082 106 8.83 0.57 0.122 ( 0.174) 0.035 0.088 107 8.92 0.57 0.122 ( 0.173) 0.035 0.088 108 9.00 0.57 0.122 ( 0.172) 0.035 0.088 109 9.08 0.63 0.137 ( 0.171) 0.039 0.098 110 9.17 0.63 0.137 ( 0.170) 0.039 0.098 111 9.25 0.63 0.137 ( 0.169) 0.039 0.098 112 9.33 0.67 0.144 ( 0.169) 0.041 0.103 113 9.42 0.67 0.144 ( 0.168) 0.041 0.103 114 9.50 0.67 0.144 ( 0.167) 0.041 0.103 115 9.58 0.70 0.151 ( 0.166) 0.043 0.108 116 9.67 0.70 0.151 ( 0.165) 0.043 0.108 117 9.75 0.70 0.151 ( 0.165) 0.043 0.108 118 9.83 0.73 0.158 ( 0.164) 0.045 0.113 119 9.92 0.73 0.158 ( 0.163) 0.045 0.113 120 10.00 0.73 0.158 ( 0.162) 0.045 0.113 121 10.08 0.50 0.108 ( 0.162) 0.031 0.077 122 10.17 0.50 0.108 ( 0.161) 0.031 0.077 123 10.25 0.50 0.108 ( 0.160) 0.031 0.077 124 10.33 0.50 0.108 ( 0.159) 0.031 0.077 125 10.42 0.50 0.108 ( 0.158) 0.031 0.077 126 10.50 0.50 0.108 ( 0.158) 0.031 0.077 127 10.58 0.67 0.144 ( 0.157) 0.041 0.103 128 10.67 0.67 0.144 ( 0.156) 0.041 0.103 129 10.75 0.67 0.144 ( 0.155) 0.041 0.103 130 10.83 0.67 0.144 ( 0.155) 0.041 0.103 131 10.92 0.67 0.144 ( 0.154) 0.041 0.103 132 11.00 0.67 0.144 ( 0.153) 0.041 0.103 133 11.08 0.63 0.137 ( 0.152) 0.039 0.098 134 11.17 0.63 0.137 ( 0.152) 0.039 0.098 135 11.25 0.63 0.137 ( 0.151) 0.039 0.098 136 11.33 0.63 0.137 ( 0.150) 0.039 0.098 137 11.42 0.63 0.137 ( 0.149) 0.039 0.098 138 11.50 0.63 0.137 ( 0.149) 0.039 0.098 139 11.58 0.57 0.122 ( 0.148) 0.035 0.088 140 11.67 0.57 0.122 ( 0.147) 0.035 0.088 141 11.75 0.57 0.122 ( 0.146) 0.035 0.088 142 11.83 0.60 0.130 ( 0.146) 0.037 0.093 143 11.92 0.60 0.130 ( 0.145) 0.037 0.093 144 12.00 0.60 0.130 ( 0.144) 0.037 0.093 145 12.08 0.83 0.180 ( 0.143) 0.051 0.129 146 12.17 0.83 0.180 ( 0.143) 0.051 0.129 147 12.25 0.83 0.180 ( 0.142) 0.051 0.129 148 12.33 0.87 0.187 ( 0.141) 0.053 0.134 149 12.42 0.87 0.187 ( 0.141) 0.053 0.134 150 12.50 0.87 0.187 ( 0.140) 0.053 0.134 151 12.58 0.93 0.202 ( 0.139) 0.057 0.144 152 12.67 0.93 0.202 ( 0.138) 0.057 0.144 153 12.75 0.93 0.202 ( 0.138) 0.057 0.144 154 12.83 0.97 0.209 ( 0.137) 0.059 0.149 155 12.92 0.97 0.209 ( 0.136) 0.059 0.149 156 13.00 0.97 0.209 ( 0.136) 0.059 0.149 157 13.08 1.13 0.245 ( 0.135) 0.070 0.175 158 13.17 1.13 0.245 ( 0.134) 0.070 0.175 159 13.25 1.13 0.245 ( 0.134) 0.070 0.175 160 13.33 1.13 0.245 ( 0.133) 0.070 0.175 161 13.42 1.13 0.245 ( 0.132) 0.070 0.175 162 13.50 1.13 0.245 ( 0.132) 0.070 0.175 163 13.58 0.77 0.166 ( 0.131) 0.047 0.119 164 13.67 0.77 0.166 ( 0.130) 0.047 0.119 165 13.75 0.77 0.166 ( 0.130) 0.047 0.119 166 13.83 0.77 0.166 ( 0.129) 0.047 0.119 167 13.92 0.77 0.166 ( 0.128) 0.047 0.119 168 14.00 0.77 0.166 ( 0.128) 0.047 0.119 169 14.08 0.90 0.194 ( 0.127) 0.055 0.139 170 14.17 0.90 0.194 ( 0.126) 0.055 0.139 171 14.25 0.90 0.194 ( 0.126) 0.055 0.139 172 14.33 0.87 0.187 ( 0.125) 0.053 0.134 173 14.42 0.87 0.187 ( 0.124) 0.053 0.134 174 14.50 0.87 0.187 ( 0.124) 0.053 0.134 175 14.58 0.87 0.187 ( 0.123) 0.053 0.134 176 14.67 0.87 0.187 ( 0.123) 0.053 0.134 177 14.75 0.87 0.187 ( 0.122) 0.053 0.134 178 14.83 0.83 0.180 ( 0.121) 0.051 0.129 179 14.92 0.83 0.180 ( 0.121) 0.051 0.129 180 15.00 0.83 0.180 ( 0.120) 0.051 0.129 181 15.08 0.80 0.173 ( 0.119) 0.049 0.124 182 15.17 0.80 0.173 ( 0.119) 0.049 0.124 183 15.25 0.80 0.173 ( 0.118) 0.049 0.124 184 15.33 0.77 0.166 ( 0.118) 0.047 0.119 185 15.42 0.77 0.166 ( 0.117) 0.047 0.119 186 15.50 0.77 0.166 ( 0.116) 0.047 0.119 187 15.58 0.63 0.137 ( 0.116) 0.039 0.098 188 15.67 0.63 0.137 ( 0.115) 0.039 0.098 189 15.75 0.63 0.137 ( 0.115) 0.039 0.098 190 15.83 0.63 0.137 ( 0.114) 0.039 0.098 191 15.92 0.63 0.137 ( 0.113) 0.039 0.098 192 16.00 0.63 0.137 ( 0.113) 0.039 0.098 193 16.08 0.13 0.029 ( 0.112) 0.008 0.021 194 16.17 0.13 0.029 ( 0.112) 0.008 0.021 195 16.25 0.13 0.029 ( 0.111) 0.008 0.021 196 16.33 0.13 0.029 ( 0.111) 0.008 0.021 197 16.42 0.13 0.029 ( 0.110) 0.008 0.021 198 16.50 0.13 0.029 ( 0.109) 0.008 0.021 199 16.58 0.10 0.022 ( 0.109) 0.006 0.015 200 16.67 0.10 0.022 ( 0.108) 0.006 0.015 201 16.75 0.10 0.022 ( 0.108) 0.006 0.015 202 16.83 0.10 0.022 ( 0.107) 0.006 0.015 203 16.92 0.10 0.022 ( 0.107) 0.006 0.015 204 17.00 0.10 0.022 ( 0.106) 0.006 0.015 205 17.08 0.17 0.036 ( 0.106) 0.010 0.026 206 17.17 0.17 0.036 ( 0.105) 0.010 0.026 207 17.25 0.17 0.036 ( 0.105) 0.010 0.026 208 17.33 0.17 0.036 ( 0.104) 0.010 0.026 209 17.42 0.17 0.036 ( 0.104) 0.010 0.026 210 17.50 0.17 0.036 ( 0.103) 0.010 0.026 211 17.58 0.17 0.036 ( 0.102) 0.010 0.026 212 17.67 0.17 0.036 ( 0.102) 0.010 0.026 213 17.75 0.17 0.036 ( 0.101) 0.010 0.026 214 17.83 0.13 0.029 ( 0.101) 0.008 0.021 215 17.92 0.13 0.029 ( 0.100) 0.008 0.021 216 18.00 0.13 0.029 ( 0.100) 0.008 0.021 217 18.08 0.13 0.029 ( 0.099) 0.008 0.021 218 18.17 0.13 0.029 ( 0.099) 0.008 0.021 219 18.25 0.13 0.029 ( 0.098) 0.008 0.021 220 18.33 0.13 0.029 ( 0.098) 0.008 0.021 221 18.42 0.13 0.029 ( 0.098) 0.008 0.021 222 18.50 0.13 0.029 ( 0.097) 0.008 0.021 223 18.58 0.10 0.022 ( 0.097) 0.006 0.015 224 18.67 0.10 0.022 ( 0.096) 0.006 0.015 225 18.75 0.10 0.022 ( 0.096) 0.006 0.015 226 18.83 0.07 0.014 ( 0.095) 0.004 0.010 227 18.92 0.07 0.014 ( 0.095) 0.004 0.010 228 19.00 0.07 0.014 ( 0.094) 0.004 0.010 229 19.08 0.10 0.022 ( 0.094) 0.006 0.015 230 19.17 0.10 0.022 ( 0.093) 0.006 0.015 231 19.25 0.10 0.022 ( 0.093) 0.006 0.015 232 19.33 0.13 0.029 ( 0.093) 0.008 0.021 233 19.42 0.13 0.029 ( 0.092) 0.008 0.021 234 19.50 0.13 0.029 ( 0.092) 0.008 0.021 235 19.58 0.10 0.022 ( 0.091) 0.006 0.015 236 19.67 0.10 0.022 ( 0.091) 0.006 0.015 237 19.75 0.10 0.022 ( 0.090) 0.006 0.015 238 19.83 0.07 0.014 ( 0.090) 0.004 0.010 239 19.92 0.07 0.014 ( 0.090) 0.004 0.010 240 20.00 0.07 0.014 ( 0.089) 0.004 0.010 241 20.08 0.10 0.022 ( 0.089) 0.006 0.015 242 20.17 0.10 0.022 ( 0.088) 0.006 0.015 243 20.25 0.10 0.022 ( 0.088) 0.006 0.015 244 20.33 0.10 0.022 ( 0.088) 0.006 0.015 245 20.42 0.10 0.022 ( 0.087) 0.006 0.015 246 20.50 0.10 0.022 ( 0.087) 0.006 0.015 247 20.58 0.10 0.022 ( 0.087) 0.006 0.015 248 20.67 0.10 0.022 ( 0.086) 0.006 0.015 249 20.75 0.10 0.022 ( 0.086) 0.006 0.015 250 20.83 0.07 0.014 ( 0.086) 0.004 0.010 251 20.92 0.07 0.014 ( 0.085) 0.004 0.010 252 21.00 0.07 0.014 ( 0.085) 0.004 0.010 253 21.08 0.10 0.022 ( 0.084) 0.006 0.015 254 21.17 0.10 0.022 ( 0.084) 0.006 0.015 255 21.25 0.10 0.022 ( 0.084) 0.006 0.015 256 21.33 0.07 0.014 ( 0.084) 0.004 0.010 257 21.42 0.07 0.014 ( 0.083) 0.004 0.010 258 21.50 0.07 0.014 ( 0.083) 0.004 0.010 259 21.58 0.10 0.022 ( 0.083) 0.006 0.015 260 21.67 0.10 0.022 ( 0.082) 0.006 0.015 261 21.75 0.10 0.022 ( 0.082) 0.006 0.015 262 21.83 0.07 0.014 ( 0.082) 0.004 0.010 263 21.92 0.07 0.014 ( 0.081) 0.004 0.010 264 22.00 0.07 0.014 ( 0.081) 0.004 0.010 265 22.08 0.10 0.022 ( 0.081) 0.006 0.015 266 22.17 0.10 0.022 ( 0.081) 0.006 0.015 267 22.25 0.10 0.022 ( 0.080) 0.006 0.015 268 22.33 0.07 0.014 ( 0.080) 0.004 0.010 269 22.42 0.07 0.014 ( 0.080) 0.004 0.010 270 22.50 0.07 0.014 ( 0.080) 0.004 0.010 271 22.58 0.07 0.014 ( 0.079) 0.004 0.010 272 22.67 0.07 0.014 ( 0.079) 0.004 0.010 273 22.75 0.07 0.014 ( 0.079) 0.004 0.010 274 22.83 0.07 0.014 ( 0.079) 0.004 0.010 275 22.92 0.07 0.014 ( 0.079) 0.004 0.010 276 23.00 0.07 0.014 ( 0.078) 0.004 0.010 277 23.08 0.07 0.014 ( 0.078) 0.004 0.010 278 23.17 0.07 0.014 ( 0.078) 0.004 0.010 279 23.25 0.07 0.014 ( 0.078) 0.004 0.010 280 23.33 0.07 0.014 ( 0.078) 0.004 0.010 281 23.42 0.07 0.014 ( 0.078) 0.004 0.010 282 23.50 0.07 0.014 ( 0.077) 0.004 0.010 283 23.58 0.07 0.014 ( 0.077) 0.004 0.010 284 23.67 0.07 0.014 ( 0.077) 0.004 0.010 285 23.75 0.07 0.014 ( 0.077) 0.004 0.010 286 23.83 0.07 0.014 ( 0.077) 0.004 0.010 287 23.92 0.07 0.014 ( 0.077) 0.004 0.010 288 24.00 0.07 0.014 ( 0.077) 0.004 0.010 (Loss Rate Not Used)
Sum = 100.0 Sum = 15.5 Flood volume = Effective rainfall 1.29(In)
times area 7.9(Ac.)/[(In)/(Ft.)] = 0.8(Ac.Ft) Total soil loss = 0.51(In)
Total soil loss = 0.337(Ac.Ft)
Total rainfall = 1.80(In)
Flood volume = 36958.3 Cubic Feet
Total soil loss = 14659.5 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.388(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 0.0001 0.01 Q | | | | 0+10 0.0005 0.05 Q | | | | 0+15 0.0009 0.07 Q | | | | 0+20 0.0015 0.08 Q | | | | 0+25 0.0022 0.10 Q | | | | 0+30 0.0030 0.11 Q | | | | 0+35 0.0038 0.12 Q | | | | 0+40 0.0046 0.12 Q | | | | 0+45 0.0054 0.12 Q | | | | 0+50 0.0063 0.13 Q | | | | 0+55 0.0074 0.15 Q | | | | 1+ 0 0.0084 0.16 Q | | | | 1+ 5 0.0095 0.15 Q | | | | 1+10 0.0104 0.13 Q | | | | 1+15 0.0113 0.13 Q | | | | 1+20 0.0122 0.13 Q | | | | 1+25 0.0130 0.13 Q | | | | 1+30 0.0139 0.12 Q | | | | 1+35 0.0148 0.12 Q | | | | 1+40 0.0156 0.12 Q | | | | 1+45 0.0165 0.12 Q | | | | 1+50 0.0174 0.13 Q | | | | 1+55 0.0184 0.15 Q | | | | 2+ 0 0.0195 0.16 Q | | | | 2+ 5 0.0206 0.16 Q | | | | 2+10 0.0217 0.16 QV | | | | 2+15 0.0228 0.16 QV | | | | 2+20 0.0239 0.16 QV | | | | 2+25 0.0250 0.16 QV | | | | 2+30 0.0262 0.16 QV | | | | 2+35 0.0274 0.17 QV | | | | 2+40 0.0287 0.19 QV | | | | 2+45 0.0300 0.20 QV | | | | 2+50 0.0314 0.20 QV | | | | 2+55 0.0328 0.20 QV | | | | 3+ 0 0.0342 0.20 QV | | | | 3+ 5 0.0356 0.20 QV | | | | 3+10 0.0370 0.20 QV | | | | 3+15 0.0385 0.21 QV | | | | 3+20 0.0399 0.21 QV | | | | 3+25 0.0413 0.21 QV | | | | 3+30 0.0427 0.21 Q V | | | | 3+35 0.0441 0.21 Q V | | | | 3+40 0.0455 0.21 Q V | | | | 3+45 0.0469 0.21 Q V | | | | 3+50 0.0484 0.21 Q V | | | | 3+55 0.0500 0.23 Q V | | | | 4+ 0 0.0516 0.24 Q V | | | | 4+ 5 0.0533 0.24 Q V | | | | 4+10 0.0550 0.24 Q V | | | | 4+15 0.0567 0.24 Q V | | | | 4+20 0.0584 0.25 |QV | | | | 4+25 0.0603 0.27 |QV | | | | 4+30 0.0622 0.28 |QV | | | | 4+35 0.0642 0.28 |Q V | | | | 4+40 0.0661 0.28 |Q V | | | | 4+45 0.0681 0.29 |Q V | | | | 4+50 0.0701 0.29 |Q V | | | | 4+55 0.0723 0.31 |Q V | | | | 5+ 0 0.0745 0.32 |Q V | | | | 5+ 5 0.0766 0.31 |Q V | | | | 5+10 0.0785 0.27 |Q V | | | | 5+15 0.0803 0.26 |Q V | | | | 5+20 0.0821 0.26 |Q V | | | | 5+25 0.0840 0.28 |Q V | | | | 5+30 0.0860 0.28 |Q V | | | | 5+35 0.0880 0.29 |Q V | | | | 5+40 0.0901 0.31 |Q V | | | | 5+45 0.0923 0.32 |Q V | | | | 5+50 0.0945 0.32 |Q V | | | | 5+55 0.0968 0.33 |Q V | | | | 6+ 0 0.0990 0.33 |Q V | | | | 6+ 5 0.1013 0.33 |Q V | | | | 6+10 0.1038 0.35 |Q V | | | | 6+15 0.1063 0.36 |Q V | | | | 6+20 0.1088 0.37 |Q V | | | | 6+25 0.1113 0.37 |Q V | | | | 6+30 0.1139 0.37 |Q V | | | | 6+35 0.1164 0.38 |Q V | | | | 6+40 0.1192 0.40 |Q V | | | | 6+45 0.1219 0.40 |Q V | | | | 6+50 0.1247 0.41 |Q V | | | | 6+55 0.1276 0.41 |Q V | | | | 7+ 0 0.1304 0.41 |Q V | | | | 7+ 5 0.1332 0.41 |Q V | | | | 7+10 0.1360 0.41 |Q V | | | | 7+15 0.1388 0.41 |Q V | | | | 7+20 0.1417 0.42 |Q V | | | | 7+25 0.1447 0.44 |Q V | | | | 7+30 0.1478 0.44 |Q V | | | | 7+35 0.1509 0.45 |Q V | | | | 7+40 0.1542 0.48 |Q V | | | | 7+45 0.1575 0.48 |Q V | | | | 7+50 0.1609 0.49 |Q V | | | | 7+55 0.1645 0.52 | Q V | | | | 8+ 0 0.1681 0.52 | Q V | | | | 8+ 5 0.1718 0.54 | Q V | | | | 8+10 0.1759 0.58 | Q V | | | | 8+15 0.1800 0.60 | Q V | | | | 8+20 0.1842 0.61 | Q V | | | | 8+25 0.1884 0.61 | Q V | | | | 8+30 0.1926 0.61 | Q V| | | | 8+35 0.1969 0.62 | Q V| | | | 8+40 0.2013 0.64 | Q V| | | | 8+45 0.2058 0.65 | Q V| | | | 8+50 0.2103 0.66 | Q V| | | | 8+55 0.2150 0.68 | Q V | | | 9+ 0 0.2197 0.69 | Q V | | | 9+ 5 0.2246 0.71 | Q V | | | 9+10 0.2298 0.75 | Q V | | | 9+15 0.2350 0.76 | Q |V | | | 9+20 0.2404 0.78 | Q |V | | | 9+25 0.2459 0.80 | Q |V | | | 9+30 0.2515 0.81 | Q |V | | | 9+35 0.2571 0.82 | Q | V | | | 9+40 0.2629 0.84 | Q | V | | | 9+45 0.2688 0.85 | Q | V | | | 9+50 0.2748 0.86 | Q | V | | | 9+55 0.2809 0.89 | Q | V | | | 10+ 0 0.2870 0.89 | Q | V | | | 10+ 5 0.2929 0.85 | Q | V | | | 10+10 0.2978 0.71 | Q | V | | | 10+15 0.3024 0.67 | Q | V | | | 10+20 0.3068 0.65 | Q | V | | | 10+25 0.3112 0.63 | Q | V | | | 10+30 0.3155 0.63 | Q | V | | | 10+35 0.3201 0.66 | Q | V | | | 10+40 0.3252 0.75 | Q | V | | | 10+45 0.3306 0.78 | Q | V | | | 10+50 0.3361 0.80 | Q | V | | | 10+55 0.3417 0.81 | Q | V | | | 11+ 0 0.3473 0.81 | Q | V | | | 11+ 5 0.3529 0.81 | Q | V | | | 11+10 0.3583 0.79 | Q | V | | | 11+15 0.3638 0.79 | Q | V | | | 11+20 0.3692 0.78 | Q | V | | | 11+25 0.3746 0.78 | Q | V | | | 11+30 0.3799 0.78 | Q | V | | | 11+35 0.3852 0.77 | Q | V | | | 11+40 0.3902 0.73 | Q | V | | | 11+45 0.3951 0.71 | Q | V | | | 11+50 0.4001 0.71 | Q | V | | | 11+55 0.4051 0.73 | Q | V| | | 12+ 0 0.4102 0.73 | Q | V| | | 12+ 5 0.4156 0.79 | Q | V| | | 12+10 0.4219 0.92 | Q | V| | | 12+15 0.4286 0.97 | Q | V | | 12+20 0.4355 1.00 | Q | V | | 12+25 0.4426 1.03 | Q | V | | 12+30 0.4499 1.05 | Q | |V | | 12+35 0.4572 1.07 | Q | |V | | 12+40 0.4649 1.12 | Q | |V | | 12+45 0.4727 1.13 | Q | | V | | 12+50 0.4806 1.15 | Q | | V | | 12+55 0.4887 1.17 | Q | | V | | 13+ 0 0.4968 1.18 | Q | | V | | 13+ 5 0.5052 1.22 | Q | | V | | 13+10 0.5143 1.32 | Q | | V | | 13+15 0.5237 1.36 | Q | | V | | 13+20 0.5331 1.37 | Q | | V | | 13+25 0.5426 1.38 | Q | | V | | 13+30 0.5522 1.39 | Q | | V | | 13+35 0.5613 1.31 | Q | | V | | 13+40 0.5688 1.10 | Q | | V | | 13+45 0.5759 1.03 | Q | | V | | 13+50 0.5828 0.99 | Q | | V | | 13+55 0.5895 0.97 | Q | | V | | 14+ 0 0.5961 0.96 | Q | | V | | 14+ 5 0.6029 0.98 | Q | | V | | 14+10 0.6101 1.06 | Q | | V | | 14+15 0.6176 1.08 | Q | | V| | 14+20 0.6250 1.08 | Q | | V| | 14+25 0.6324 1.07 | Q | | V| | 14+30 0.6398 1.07 | Q | | V | 14+35 0.6471 1.07 | Q | | V | 14+40 0.6545 1.07 | Q | | V | 14+45 0.6618 1.07 | Q | | |V | 14+50 0.6692 1.06 | Q | | |V | 14+55 0.6763 1.04 | Q | | |V | 15+ 0 0.6834 1.03 | Q | | | V | 15+ 5 0.6905 1.02 | Q | | | V | 15+10 0.6974 1.00 | Q | | | V | 15+15 0.7043 0.99 | Q | | | V | 15+20 0.7110 0.98 | Q | | | V | 15+25 0.7177 0.96 | Q | | | V | 15+30 0.7242 0.95 | Q | | | V | 15+35 0.7306 0.92 | Q | | | V | 15+40 0.7364 0.84 | Q | | | V | 15+45 0.7420 0.81 | Q | | | V | 15+50 0.7475 0.80 | Q | | | V | 15+55 0.7529 0.79 | Q | | | V | 16+ 0 0.7583 0.79 | Q | | | V | 16+ 5 0.7630 0.68 | Q | | | V | 16+10 0.7656 0.38 |Q | | | V | 16+15 0.7675 0.28 |Q | | | V | 16+20 0.7691 0.23 Q | | | V | 16+25 0.7705 0.21 Q | | | V | 16+30 0.7718 0.19 Q | | | V | 16+35 0.7730 0.17 Q | | | V | 16+40 0.7740 0.14 Q | | | V | 16+45 0.7749 0.13 Q | | | V | 16+50 0.7758 0.13 Q | | | V | 16+55 0.7766 0.13 Q | | | V | 17+ 0 0.7775 0.12 Q | | | V | 17+ 5 0.7785 0.14 Q | | | V | 17+10 0.7797 0.18 Q | | | V | 17+15 0.7810 0.19 Q | | | V | 17+20 0.7823 0.20 Q | | | V | 17+25 0.7837 0.20 Q | | | V | 17+30 0.7851 0.20 Q | | | V | 17+35 0.7865 0.20 Q | | | V | 17+40 0.7879 0.20 Q | | | V | 17+45 0.7893 0.21 Q | | | V | 17+50 0.7907 0.20 Q | | | V | 17+55 0.7919 0.18 Q | | | V | 18+ 0 0.7931 0.17 Q | | | V | 18+ 5 0.7943 0.17 Q | | | V | 18+10 0.7954 0.17 Q | | | V | 18+15 0.7966 0.17 Q | | | V | 18+20 0.7977 0.17 Q | | | V | 18+25 0.7988 0.16 Q | | | V | 18+30 0.8000 0.16 Q | | | V | 18+35 0.8010 0.16 Q | | | V | 18+40 0.8020 0.14 Q | | | V | 18+45 0.8029 0.13 Q | | | V | 18+50 0.8037 0.12 Q | | | V | 18+55 0.8044 0.10 Q | | | V | 19+ 0 0.8050 0.09 Q | | | V | 19+ 5 0.8057 0.09 Q | | | V | 19+10 0.8065 0.11 Q | | | V | 19+15 0.8073 0.12 Q | | | V | 19+20 0.8081 0.13 Q | | | V | 19+25 0.8092 0.15 Q | | | V | 19+30 0.8102 0.16 Q | | | V | 19+35 0.8113 0.15 Q | | | V | 19+40 0.8122 0.13 Q | | | V | 19+45 0.8131 0.13 Q | | | V | 19+50 0.8139 0.12 Q | | | V | 19+55 0.8146 0.10 Q | | | V | 20+ 0 0.8152 0.09 Q | | | V | 20+ 5 0.8159 0.09 Q | | | V | 20+10 0.8166 0.11 Q | | | V | 20+15 0.8174 0.12 Q | | | V | 20+20 0.8183 0.12 Q | | | V | 20+25 0.8191 0.12 Q | | | V | 20+30 0.8199 0.12 Q | | | V | 20+35 0.8208 0.12 Q | | | V | 20+40 0.8216 0.12 Q | | | V | 20+45 0.8225 0.12 Q | | | V | 20+50 0.8233 0.12 Q | | | V | 20+55 0.8239 0.10 Q | | | V | 21+ 0 0.8246 0.09 Q | | | V | 21+ 5 0.8252 0.09 Q | | | V | 21+10 0.8260 0.11 Q | | | V | 21+15 0.8268 0.12 Q | | | V | 21+20 0.8276 0.11 Q | | | V| 21+25 0.8282 0.09 Q | | | V| 21+30 0.8288 0.09 Q | | | V| 21+35 0.8295 0.09 Q | | | V| 21+40 0.8302 0.11 Q | | | V| 21+45 0.8310 0.12 Q | | | V| 21+50 0.8318 0.11 Q | | | V| 21+55 0.8324 0.09 Q | | | V| 22+ 0 0.8331 0.09 Q | | | V| 22+ 5 0.8337 0.09 Q | | | V| 22+10 0.8345 0.11 Q | | | V| 22+15 0.8353 0.12 Q | | | V| 22+20 0.8360 0.11 Q | | | V| 22+25 0.8367 0.09 Q | | | V| 22+30 0.8373 0.09 Q | | | V| 22+35 0.8379 0.09 Q | | | V| 22+40 0.8385 0.08 Q | | | V| 22+45 0.8390 0.08 Q | | | V| 22+50 0.8396 0.08 Q | | | V| 22+55 0.8402 0.08 Q | | | V| 23+ 0 0.8408 0.08 Q | | | V| 23+ 5 0.8413 0.08 Q | | | V| 23+10 0.8419 0.08 Q | | | V| 23+15 0.8424 0.08 Q | | | V| 23+20 0.8430 0.08 Q | | | V| 23+25 0.8436 0.08 Q | | | V| 23+30 0.8441 0.08 Q | | | V| 23+35 0.8447 0.08 Q | | | V| 23+40 0.8453 0.08 Q | | | V| 23+45 0.8458 0.08 Q | | | V| 23+50 0.8464 0.08 Q | | | V| 23+55 0.8470 0.08 Q | | | V| 24+ 0 0.8475 0.08 Q | | | V| 24+ 5 0.8480 0.07 Q | | | V| 24+10 0.8482 0.03 Q | | | V| 24+15 0.8483 0.02 Q | | | V| 24+20 0.8484 0.01 Q | | | V| 24+25 0.8484 0.01 Q | | | V| 24+30 0.8484 0.00 Q | | | V| 24+35 0.8484 0.00 Q | | | V| 24+40 0.8484 0.00 Q | | | V| -----------------------------------------------------------------------

UNDERGROUND DETENTION BASIN

SPECIFICATIONS AND SIZING

DETENTION BASIN #1

DMA A

Step 6 - R-Tank Configuration Directions
32,663 ft3 Calculated from previous tabs

6.2 - R-Tank storage volume * 5,315 ft3 Enter design storage volume in R-Tanks

6.3 - R-Tank configuration ** Pent Select Mini, Single, Double, etc from toggle

83.46 inches Exterior height of selected unit

6.4 - R-Tank base area for selected configuration 804.4 ft2 Compare to available area (calculation assumes 95% voids in R-Tank)

6.5 - Will R-Tank infiltrate? No Select Yes or No from Toggle

6.6 - Measured Infiltration Rate 0.50 inches / hour Enter inches per hour field measured infiltration rate

6.7 - Infiltration Factor of Safety 2.0 Desired infiltration rate factor of safety (min. 1.0, typ. 2.0)

6.8 - Desired treatment time 96 hours Select 24, 48, 72 or 96 hours from Toggle Step 7 (Optional) - Outfall Pipe

7.1 - Outfall pipe size 6 inches Enter outfall pipe size in inches

7.2 - Number of pipes 1 Enter number of outfall pipes or 0 for no pipes

7.3 - Set overflow of outlet pipe at ceiling? No

7.4 - Outfall pipe elevation above bottom 0 inches Distance from bottom of tank to pipe invert Step 8 - Evaluation of Results

8.1 - Calculated storage depth 83.45 inches

8.2 - Does R-Tank provide enough storage? Yes

8.3 - Volume infiltrated 416 ft3 Calculated total volume infiltrated

8.4 - Water Quality Volume infiltrated? N/A Did the entire WQv Infiltrate? Yes/No

8.5 - Drain Time 25 hours

8.6 - R-Tank drain within desired time? Yes

8.7 - Volume below outlet pipe 0 ft3 Calculated from Steps 6.4 and 7.4 Stormwater Management System
Incremental Incremental Incremental Remaining R-Tank
Volume to Infiltration Pipe(s) Volume Water
Time R-Tank Out Out in R-Tank Elevation
(hrs) (ft3) (ft 3) (ft 3) (ft 3) (ft)

0.0 0.2 80 3 65 12 0.01

0.4 80 3 75 14 0.02

0.6 80 3 76 14 0.02

0.8 80 3 77 14 0.02

1.0 80 3 77 14 0.02

1.2 89 3 85 15 0.02

1.4 115 3 107 20 0.02

1.6 115 3 111 20 0.03

1.8 115 3 111 20 0.03

2.0 115 3 112 20 0.03

2.2 117 3 113 21 0.03

2.4 121 3 117 21 0.03

2.6 124 3 120 22 0.03

2.8 128 3 124 23 0.03

3.0 132 3 128 23 0.03

3.2 136 3 132 24 0.03

3.4 140 3 136 25 0.03

3.6 143 3 139 25 0.03

3.8 147 3 143 26 0.03

4.0 151 3 147 27 0.03

4.2 154 3 150 27 0.03

4.4 155 3 151 28 0.03

4.6 156 3 153 28 0.03

4.8 158 3 154 28 0.03

5.0 159 3 156 28 0.04

5.2 161 3 157 29 0.04

5.4 162 3 159 29 0.04

5.6 164 3 160 29 0.04

5.8 165 3 161 29 0.04

6.0 167 3 163 30 0.04

6.2 174 3 170 31 0.04

6.4 188 3 183 33 0.04

6.6 203 3 197 36 0.04

6.8 217 3 211 38 0.05

7.0 231 3 225 41 0.05

R-TANK DESIGN WORKSHEET
* Trial and error. For detention and harvesting applications, enter volume approximately equal to volume in step 6.1. For infiltration or pipe release applications, enter voume less than volume in step

6.1. ** For detention, harvesting, or pipe release applications, entering Triple, Quad, or Pent units will minimize footprint. For infiltration applications, entering Mini, Single, or Double provides more surface area per unit volume and will increase infiltration volume.

Yes = valid design,
No = larger storage volume required
Did R-Tank drain within time selected in 6.8

6.1 - Total Volume Routed to R-Tank
Select "Yes" for infiltration/overflow application;
Select "No" for detention release.

7.2 240 3 235 43 0.05

7.4 244 3 240 44 0.05

7.6 248 3 244 45 0.06

7.8 252 3 248 45 0.06

8.0 257 3 252 46 0.06

8.2 286 3 278 51 0.06

8.4 340 3 328 60 0.07

8.6 394 3 379 72 0.09

8.8 445 3 424 89 0.11

9.0 495 3 468 113 0.14

9.2 568 3 524 154 0.19

9.4 664 3 594 221 0.27

9.6 905 3 728 394 0.49

9.8 2,235 3 1,181 1,444 1.80

10.0 4,153 3 1,762 3,833 4.76

10.2 1,065 3 1,643 3,251 4.04

10.4 830 3 1,493 2,584 3.21

10.6 617 3 1,313 1,884 2.34

10.8 537 3 1,129 1,288 1.60

11.0 479 3 948 816 1.01

11.2 440 3 778 475 0.59

11.4 419 3 630 261 0.32

11.6 398 3 512 144 0.18

11.8 378 3 427 91 0.11

12.0 357 3 374 70 0.09

12.2 340 3 344 63 0.08

12.4 327 3 326 60 0.07

12.6 314 3 313 57 0.07

12.8 300 3 300 55 0.07

13.0 287 3 286 52 0.06

13.2 274 3 273 50 0.06

13.4 261 3 260 47 0.06

13.6 248 3 247 45 0.06

13.8 235 3 234 43 0.05

14.0 222 3 221 40 0.05

14.2 214 3 212 39 0.05

14.4 212 3 209 38 0.05

14.6 209 3 206 38 0.05

14.8 206 3 204 37 0.05

15.0 204 3 201 37 0.05

15.2 201 3 198 36 0.04

15.4 199 3 196 36 0.04

15.6 196 3 193 35 0.04

15.8 193 3 190 35 0.04

16.0 191 3 188 34 0.04

16.2 188 3 185 34 0.04

16.4 186 3 183 33 0.04

16.6 183 3 180 33 0.04

16.8 180 3 177 32 0.04

17.0 178 3 175 32 0.04

17.2 175 3 172 31 0.04

17.4 172 3 170 31 0.04

17.6 170 3 167 30 0.04

17.8 167 3 164 30 0.04

18.0 165 3 162 29 0.04

18.2 162 3 159 29 0.04

18.4 159 3 157 29 0.04

18.6 157 3 154 28 0.03

18.8 154 3 151 28 0.03

19.0 152 3 149 27 0.03

19.2 149 3 146 27 0.03

19.4 146 3 143 26 0.03

19.6 144 3 141 26 0.03

19.8 141 3 138 25 0.03

20.0 138 3 136 25 0.03

20.2 136 3 133 24 0.03

20.4 133 3 130 24 0.03

20.6 131 3 128 23 0.03

20.8 128 3 125 23 0.03

21.0 125 3 123 22 0.03

21.2 123 3 120 22 0.03

21.4 120 3 117 21 0.03

21.6 118 3 115 21 0.03

21.8 115 3 112 20 0.03

22.0 112 3 109 20 0.02

22.2 110 3 107 19 0.02

22.4 107 3 104 19 0.02

22.6 105 3 102 19 0.02

22.8 102 3 99 18 0.02

23.0 99 3 96 18 0.02

23.2 97 3 94 17 0.02

23.4 94 3 91 17 0.02

23.6 91 3 89 16 0.02

23.8 89 3 86 16 0.02

24.0 86 3 83 15 0.02

24.2 80 3 78 14 0.02

24.4 80 3 77 14 0.02

24.6 35 3 39 7 0.01

24.8 0 3 3 1 0.00

25.0 0 1 0 0 0.00

25.2 0 0 0 0 0.00

25.4 0 0 0 0 0.00

25.6 0 0 0 0 0.00

25.8 0 0 0 0 0.00

26.0 0 0 0 0 0.00

26.2 0 0 0 0 0.00

26.4 0 0 0 0 0.00

26.6 0 0 0 0 0.00

26.8 0 0 0 0 0.00

27.0 0 0 0 0 0.00

27.2 0 0 0 0 0.00

27.4 0 0 0 0 0.00

27.6 0 0 0 0 0.00

27.8 0 0 0 0 0.00

28.0 0 0 0 0 0.00

28.2 0 0 0 0 0.00

28.4 0 0 0 0 0.00

28.6 0 0 0 0 0.00

28.8 0 0 0 0 0.00

29.0 0 0 0 0 0.00

29.2 0 0 0 0 0.00

29.4 0 0 0 0 0.00

29.6 0 0 0 0 0.00

29.8 0 0 0 0 0.00

30.0 0 0 0 0 0.00

30.2 0 0 0 0 0.00

30.4 0 0 0 0 0.00

30.6 0 0 0 0 0.00

30.8 0 0 0 0 0.00

31.0 0 0 0 0 0.00

31.2 0 0 0 0 0.00

31.4 0 0 0 0 0.00

31.6 0 0 0 0 0.00

31.8 0 0 0 0 0.00

32.0 0 0 0 0 0.00

32.2 0 0 0 0 0.00

32.4 0 0 0 0 0.00

32.6 0 0 0 0 0.00

32.8 0 0 0 0 0.00

33.0 0 0 0 0 0.00

33.2 0 0 0 0 0.00

33.4 0 0 0 0 0.00

33.6 0 0 0 0 0.00

33.8 0 0 0 0 0.00

34.0 0 0 0 0 0.00

34.2 0 0 0 0 0.00

34.4 0 0 0 0 0.00

34.6 0 0 0 0 0.00

34.8 0 0 0 0 0.00

35.0 0 0 0 0 0.00

35.2 0 0 0 0 0.00

35.4 0 0 0 0 0.00

35.6 0 0 0 0 0.00

35.8 0 0 0 0 0.00

36.0 0 0 0 0 0.00

36.2 0 0 0 0 0.00

36.4 0 0 0 0 0.00

36.6 0 0 0 0 0.00

36.8 0 0 0 0 0.00

37.0 0 0 0 0 0.00

37.2 0 0 0 0 0.00

37.4 0 0 0 0 0.00

37.6 0 0 0 0 0.00

37.8 0 0 0 0 0.00

38.0 0 0 0 0 0.00

38.2 0 0 0 0 0.00

38.4 0 0 0 0 0.00

38.6 0 0 0 0 0.00

38.8 0 0 0 0 0.00

39.0 0 0 0 0 0.00

39.2 0 0 0 0 0.00

39.4 0 0 0 0 0.00

39.6 0 0 0 0 0.00

39.8 0 0 0 0 0.00

40.0 0 0 0 0 0.00

40.2 0 0 0 0 0.00

40.4 0 0 0 0 0.00

40.6 0 0 0 0 0.00

40.8 0 0 0 0 0.00

41.0 0 0 0 0 0.00

41.2 0 0 0 0 0.00

41.4 0 0 0 0 0.00

41.6 0 0 0 0 0.00

41.8 0 0 0 0 0.00

42.0 0 0 0 0 0.00

42.2 0 0 0 0 0.00

42.4 0 0 0 0 0.00

42.6 0 0 0 0 0.00

42.8 0 0 0 0 0.00

43.0 0 0 0 0 0.00

43.2 0 0 0 0 0.00

43.4 0 0 0 0 0.00

43.6 0 0 0 0 0.00

43.8 0 0 0 0 0.00

44.0 0 0 0 0 0.00

44.2 0 0 0 0 0.00

44.4 0 0 0 0 0.00

44.6 0 0 0 0 0.00

44.8 0 0 0 0 0.00

45.0 0 0 0 0 0.00

45.2 0 0 0 0 0.00

45.4 0 0 0 0 0.00

45.6 0 0 0 0 0.00

45.8 0 0 0 0 0.00

46.0 0 0 0 0 0.00

46.2 0 0 0 0 0.00

46.4 0 0 0 0 0.00

46.6 0 0 0 0 0.00

46.8 0 0 0 0 0.00

47.0 0 0 0 0 0.00

47.2 0 0 0 0 0.00

47.4 0 0 0 0 0.00

47.6 0 0 0 0 0.00

47.8 0 0 0 0 0.00

48.0 0 0 0 0 0.00

48.2 0 0 0 0 0.00

48.4 0 0 0 0 0.00

48.6 0 0 0 0 0.00

48.8 0 0 0 0 0.00

49.0 0 0 0 0 0.00

49.2 0 0 0 0 0.00

49.4 0 0 0 0 0.00

49.6 0 0 0 0 0.00

49.8 0 0 0 0 0.00

50.0 0 0 0 0 0.00

50.2 0 0 0 0 0.00

50.4 0 0 0 0 0.00

50.6 0 0 0 0 0.00

50.8 0 0 0 0 0.00

51.0 0 0 0 0 0.00

51.2 0 0 0 0 0.00

51.4 0 0 0 0 0.00

51.6 0 0 0 0 0.00

51.8 0 0 0 0 0.00

52.0 0 0 0 0 0.00

52.2 0 0 0 0 0.00

52.4 0 0 0 0 0.00

52.6 0 0 0 0 0.00

52.8 0 0 0 0 0.00

53.0 0 0 0 0 0.00

53.2 0 0 0 0 0.00

53.4 0 0 0 0 0.00

53.6 0 0 0 0 0.00

53.8 0 0 0 0 0.00

54.0 0 0 0 0 0.00

54.2 0 0 0 0 0.00

54.4 0 0 0 0 0.00

54.6 0 0 0 0 0.00

54.8 0 0 0 0 0.00

55.0 0 0 0 0 0.00

55.2 0 0 0 0 0.00

55.4 0 0 0 0 0.00

55.6 0 0 0 0 0.00

55.8 0 0 0 0 0.00

56.0 0 0 0 0 0.00

56.2 0 0 0 0 0.00

56.4 0 0 0 0 0.00

56.6 0 0 0 0 0.00

56.8 0 0 0 0 0.00

57.0 0 0 0 0 0.00

57.2 0 0 0 0 0.00

57.4 0 0 0 0 0.00

57.6 0 0 0 0 0.00

57.8 0 0 0 0 0.00

58.0 0 0 0 0 0.00

58.2 0 0 0 0 0.00

58.4 0 0 0 0 0.00

58.6 0 0 0 0 0.00

58.8 0 0 0 0 0.00

59.0 0 0 0 0 0.00

59.2 0 0 0 0 0.00

59.4 0 0 0 0 0.00

59.6 0 0 0 0 0.00

59.8 0 0 0 0 0.00

60.0 0 0 0 0 0.00

60.2 0 0 0 0 0.00

60.4 0 0 0 0 0.00

60.6 0 0 0 0 0.00

60.8 0 0 0 0 0.00

61.0 0 0 0 0 0.00

61.2 0 0 0 0 0.00

61.4 0 0 0 0 0.00

61.6 0 0 0 0 0.00

61.8 0 0 0 0 0.00

62.0 0 0 0 0 0.00

62.2 0 0 0 0 0.00

62.4 0 0 0 0 0.00

62.6 0 0 0 0 0.00

62.8 0 0 0 0 0.00

63.0 0 0 0 0 0.00

63.2 0 0 0 0 0.00

63.4 0 0 0 0 0.00

63.6 0 0 0 0 0.00

63.8 0 0 0 0 0.00

64.0 0 0 0 0 0.00

64.2 0 0 0 0 0.00

64.4 0 0 0 0 0.00

64.6 0 0 0 0 0.00

64.8 0 0 0 0 0.00

65.0 0 0 0 0 0.00

65.2 0 0 0 0 0.00

65.4 0 0 0 0 0.00

65.6 0 0 0 0 0.00

65.8 0 0 0 0 0.00

66.0 0 0 0 0 0.00

66.2 0 0 0 0 0.00

66.4 0 0 0 0 0.00

66.6 0 0 0 0 0.00

66.8 0 0 0 0 0.00

67.0 0 0 0 0 0.00

67.2 0 0 0 0 0.00

67.4 0 0 0 0 0.00

67.6 0 0 0 0 0.00

67.8 0 0 0 0 0.00

68.0 0 0 0 0 0.00

68.2 0 0 0 0 0.00

68.4 0 0 0 0 0.00

68.6 0 0 0 0 0.00

68.8 0 0 0 0 0.00

69.0 0 0 0 0 0.00

69.2 0 0 0 0 0.00

69.4 0 0 0 0 0.00

69.6 0 0 0 0 0.00

69.8 0 0 0 0 0.00

70.0 0 0 0 0 0.00

70.2 0 0 0 0 0.00

70.4 0 0 0 0 0.00

70.6 0 0 0 0 0.00

70.8 0 0 0 0 0.00

71.0 0 0 0 0 0.00

71.2 0 0 0 0 0.00

71.4 0 0 0 0 0.00

71.6 0 0 0 0 0.00

71.8 0 0 0 0 0.00

72.0 0 0 0 0 0.00

72.2 0 0 0 0 0.00

72.4 0 0 0 0 0.00

72.6 0 0 0 0 0.00

72.8 0 0 0 0 0.00

73.0 0 0 0 0 0.00

73.2 0 0 0 0 0.00

73.4 0 0 0 0 0.00

73.6 0 0 0 0 0.00

73.8 0 0 0 0 0.00

74.0 0 0 0 0 0.00

74.2 0 0 0 0 0.00

74.4 0 0 0 0 0.00

74.6 0 0 0 0 0.00

74.8 0 0 0 0 0.00

75.0 0 0 0 0 0.00

75.2 0 0 0 0 0.00

75.4 0 0 0 0 0.00

75.6 0 0 0 0 0.00

75.8 0 0 0 0 0.00

76.0 0 0 0 0 0.00

76.2 0 0 0 0 0.00

76.4 0 0 0 0 0.00

76.6 0 0 0 0 0.00

76.8 0 0 0 0 0.00

77.0 0 0 0 0 0.00

77.2 0 0 0 0 0.00

77.4 0 0 0 0 0.00

77.6 0 0 0 0 0.00

77.8 0 0 0 0 0.00

78.0 0 0 0 0 0.00

78.2 0 0 0 0 0.00

78.4 0 0 0 0 0.00

78.6 0 0 0 0 0.00

78.8 0 0 0 0 0.00

79.0 0 0 0 0 0.00

79.2 0 0 0 0 0.00

79.4 0 0 0 0 0.00

79.6 0 0 0 0 0.00

79.8 0 0 0 0 0.00

80.0 0 0 0 0 0.00

80.2 0 0 0 0 0.00

80.4 0 0 0 0 0.00

80.6 0 0 0 0 0.00

80.8 0 0 0 0 0.00

81.0 0 0 0 0 0.00

81.2 0 0 0 0 0.00

81.4 0 0 0 0 0.00

81.6 0 0 0 0 0.00

81.8 0 0 0 0 0.00

82.0 0 0 0 0 0.00

82.2 0 0 0 0 0.00

82.4 0 0 0 0 0.00

82.6 0 0 0 0 0.00

82.8 0 0 0 0 0.00

83.0 0 0 0 0 0.00

83.2 0 0 0 0 0.00

83.4 0 0 0 0 0.00

83.6 0 0 0 0 0.00

83.8 0 0 0 0 0.00

84.0 0 0 0 0 0.00

84.2 0 0 0 0 0.00

84.4 0 0 0 0 0.00

84.6 0 0 0 0 0.00

84.8 0 0 0 0 0.00

85.0 0 0 0 0 0.00

85.2 0 0 0 0 0.00

85.4 0 0 0 0 0.00

85.6 0 0 0 0 0.00

85.8 0 0 0 0 0.00

86.0 0 0 0 0 0.00

86.2 0 0 0 0 0.00

86.4 0 0 0 0 0.00

86.6 0 0 0 0 0.00

86.8 0 0 0 0 0.00

87.0 0 0 0 0 0.00

87.2 0 0 0 0 0.00

87.4 0 0 0 0 0.00

87.6 0 0 0 0 0.00

87.8 0 0 0 0 0.00

88.0 0 0 0 0 0.00

88.2 0 0 0 0 0.00

88.4 0 0 0 0 0.00

88.6 0 0 0 0 0.00

88.8 0 0 0 0 0.00

89.0 0 0 0 0 0.00

89.2 0 0 0 0 0.00

89.4 0 0 0 0 0.00

89.6 0 0 0 0 0.00

89.8 0 0 0 0 0.00

90.0 0 0 0 0 0.00

90.2 0 0 0 0 0.00

90.4 0 0 0 0 0.00

90.6 0 0 0 0 0.00

90.8 0 0 0 0 0.00

91.0 0 0 0 0 0.00

91.2 0 0 0 0 0.00

91.4 0 0 0 0 0.00

91.6 0 0 0 0 0.00

91.8 0 0 0 0 0.00

92.0 0 0 0 0 0.00

92.2 0 0 0 0 0.00

92.4 0 0 0 0 0.00

92.6 0 0 0 0 0.00

92.8 0 0 0 0 0.00

93.0 0 0 0 0 0.00

93.2 0 0 0 0 0.00

93.4 0 0 0 0 0.00

93.6 0 0 0 0 0.00

93.8 0 0 0 0 0.00

94.0 0 0 0 0 0.00

94.2 0 0 0 0 0.00

94.4 0 0 0 0 0.00

94.6 0 0 0 0 0.00

94.8 0 0 0 0 0.00

95.0 0 0 0 0 0.00

95.2 0 0 0 0 0.00

95.4 0 0 0 0 0.00

95.6 0 0 0 0 0.00

95.8 0 0 0 0 0.00

96.0 0 0 0 0 0.00
Totals 32,663 416 32,247
Contact: Project Name:

Company: Location:

Phone:

Email:

Step 9.1 - Volume Required
Required storage capacity in cubic feet 5,315 cf (from previous Tab Calculations) Required tank volume at 95% voids: 5,594.74 cf
Step 9.2 - Number of Units Required
Tank Style Tank Height (in)* Number of Tanks Required Square Footage Required Pent 83.46 262 806
*NOTE:

Step 9.3 - Configure System Dimensions
Enter the limiting dimension to install the system, including required 2-foot perimeter buffer.

The worksheet will then show you the width and length in terms of total number of tanks, the footprint of your system, and the footprint of the excavation, assuming a 2-foot perimeter to compact backfill.

Limiting Dimension:Width
Length available:100 Feet Width available: 10 Feet
Number of units long: 40 40 Number of units long: 66 66 Number of units wide:7 7 Number of units wide:4 4
Tank Footprint: 93.80Feet Long Tank Footprint: 154.77Feet Long

9.18Feet Wide 5.25Feet Wide
Excavation Footprint: 97.80Feet Long Excavation Footprint:158.77Feet Long

13.18Feet Wide 9.25Feet Wide
Tanks used in selected system: 264
Contact your ACF representative for a list of all the materials you will need to build this system and estimated unit costs for all items to determine an estimate for the total system including installation.

Stormwater Management System

R-TANK LAYOUT WORKSHEET
0 0
You will typically want the bottom of the system to be above the water table or hard-pan, keeping in mind you need 18 inches of cover above the system.
0 Whitewood I
Wilson Mikami Corporation Murietta, CA

DETENTION BASIN #2
DMA B

Step 6 - R-Tank Configuration Directions
48,752 ft3 Calculated from previous tabs

6.2 - R-Tank storage volume * 9,585 ft3 Enter design storage volume in R-Tanks

6.3 - R-Tank configuration ** Pent Select Mini, Single, Double, etc from toggle

83.46 inches Exterior height of selected unit

6.4 - R-Tank base area for selected configuration 1,450.7 ft2 Compare to available area (calculation assumes 95% voids in R-Tank)

6.5 - Will R-Tank infiltrate? No Select Yes or No from Toggle

6.6 - Measured Infiltration Rate 0.50 inches / hour Enter inches per hour field measured infiltration rate

6.7 - Infiltration Factor of Safety 2.0 Desired infiltration rate factor of safety (min. 1.0, typ. 2.0)

6.8 - Desired treatment time 48 hours Select 24, 48, 72 or 96 hours from Toggle Step 7 (Optional) - Outfall Pipe

7.1 - Outfall pipe size 6 inches Enter outfall pipe size in inches

7.2 - Number of pipes 1 Enter number of outfall pipes or 0 for no pipes

7.3 - Set overflow of outlet pipe at ceiling? No

7.4 - Outfall pipe elevation above bottom 0 inches Distance from bottom of tank to pipe invert Step 8 - Evaluation of Results

8.1 - Calculated storage depth 83.46 inches

8.2 - Does R-Tank provide enough storage? Yes

8.3 - Volume infiltrated 766 ft3 Calculated total volume infiltrated

8.4 - Water Quality Volume infiltrated? N/A Did the entire WQv Infiltrate? Yes/No

8.5 - Drain Time 25 hours

8.6 - R-Tank drain within desired time? Yes

8.7 - Volume below outlet pipe 0 ft3 Calculated from Steps 6.4 and 7.4 Stormwater Management System
Incremental Incremental Incremental Remaining R-Tank
Volume to Infiltration Pipe(s) Volume Water
Time R-Tank Out Out in R-Tank Elevation
(hrs) (ft3) (ft 3) (ft 3) (ft 3) (ft)

0.0 0.2 80 6 35 39 0.03

0.4 80 6 53 60 0.04

0.6 155 6 98 111 0.08

0.8 170 6 129 146 0.10

1.0 171 6 146 165 0.11

1.2 171 6 155 175 0.12

1.4 171 6 159 181 0.12

1.6 171 6 162 184 0.13

1.8 171 6 164 185 0.13

2.0 172 6 164 186 0.13

2.2 174 6 166 188 0.13

2.4 180 6 170 192 0.13

2.6 186 6 175 198 0.14

2.8 191 6 180 203 0.14

3.0 197 6 185 209 0.14

3.2 203 6 190 216 0.15

3.4 208 6 196 222 0.15

3.6 214 6 202 228 0.16

3.8 220 6 207 235 0.16

4.0 225 6 213 241 0.17

4.2 229 6 218 247 0.17

4.4 231 6 221 251 0.17

4.6 234 6 224 254 0.17

4.8 236 6 227 257 0.18

5.0 238 6 229 259 0.18

5.2 240 6 231 262 0.18

5.4 242 6 234 264 0.18

5.6 244 6 236 267 0.18

5.8 246 6 238 269 0.19

6.0 249 6 240 272 0.19

6.2 260 6 247 279 0.19

6.4 281 6 260 294 0.20

6.6 302 6 277 314 0.22

6.8 323 6 296 335 0.23

7.0 344 6 316 358 0.25

R-TANK DESIGN WORKSHEET
* Trial and error. For detention and harvesting applications, enter volume approximately equal to volume in step 6.1. For infiltration or pipe release applications, enter voume less than volume in step

6.1. ** For detention, harvesting, or pipe release applications, entering Triple, Quad, or Pent units will minimize footprint. For infiltration applications, entering Mini, Single, or Double provides more surface area per unit volume and will increase infiltration volume.

Yes = valid design,
No = larger storage volume required
Did R-Tank drain within time selected in 6.8

6.1 - Total Volume Routed to R-Tank
Select "Yes" for infiltration/overflow application;
Select "No" for detention release.

7.2 358 6 333 377 0.26

7.4 364 6 345 390 0.27

7.6 371 6 354 401 0.28

7.8 377 6 361 410 0.28

8.0 383 6 368 419 0.29

8.2 427 6 390 450 0.31

8.4 508 6 433 518 0.36

8.6 588 6 485 615 0.42

8.8 664 6 539 734 0.51

9.0 739 6 593 873 0.60

9.2 848 6 657 1,058 0.73

9.4 991 6 732 1,311 0.90

9.6 1,350 6 855 1,800 1.24

9.8 3,336 6 1,233 3,896 2.69

10.0 6,199 6 1,762 8,328 5.74

10.2 1,589 6 1,745 8,165 5.63

10.4 1,238 6 1,698 7,700 5.31

10.6 920 6 1,623 6,992 4.82

10.8 801 6 1,539 6,248 4.31

11.0 716 6 1,451 5,507 3.80

11.2 657 6 1,360 4,798 3.31

11.4 626 6 1,270 4,148 2.86

11.6 595 6 1,181 3,555 2.45

11.8 564 6 1,094 3,019 2.08

12.0 532 6 1,008 2,538 1.75

12.2 507 6 924 2,115 1.46

12.4 488 6 844 1,752 1.21

12.6 468 6 769 1,445 1.00

12.8 449 6 698 1,190 0.82

13.0 429 6 632 981 0.68

13.2 410 6 571 814 0.56

13.4 390 6 516 682 0.47

13.6 371 6 467 579 0.40

13.8 351 6 423 501 0.35

14.0 332 6 385 442 0.30

14.2 320 6 354 401 0.28

14.4 316 6 334 378 0.26

14.6 312 6 321 363 0.25

14.8 308 6 312 353 0.24

15.0 304 6 305 346 0.24

15.2 300 6 300 340 0.23

15.4 296 6 296 335 0.23

15.6 293 6 291 330 0.23

15.8 289 6 287 325 0.22

16.0 285 6 283 321 0.22

16.2 281 6 279 316 0.22

16.4 277 6 275 312 0.21

16.6 273 6 271 307 0.21

16.8 269 6 267 303 0.21

17.0 265 6 264 298 0.21

17.2 261 6 260 294 0.20

17.4 257 6 256 290 0.20

17.6 254 6 252 285 0.20

17.8 250 6 248 281 0.19

18.0 246 6 244 276 0.19

18.2 242 6 240 272 0.19

18.4 238 6 236 268 0.18

18.6 234 6 232 263 0.18

18.8 230 6 228 259 0.18

19.0 226 6 225 254 0.18

19.2 222 6 221 250 0.17

19.4 218 6 217 245 0.17

19.6 215 6 213 241 0.17

19.8 211 6 209 237 0.16

20.0 207 6 205 232 0.16

20.2 203 6 201 228 0.16

20.4 199 6 197 223 0.15

20.6 195 6 193 219 0.15

20.8 191 6 189 215 0.15

21.0 187 6 186 210 0.14

21.2 183 6 182 206 0.14

21.4 179 6 178 201 0.14

21.6 176 6 174 197 0.14

21.8 172 6 170 192 0.13

22.0 168 6 166 188 0.13

22.2 164 6 162 184 0.13

22.4 160 6 158 179 0.12

22.6 156 6 154 175 0.12

22.8 152 6 150 170 0.12

23.0 148 6 147 166 0.11

23.2 144 6 143 162 0.11

23.4 140 6 139 157 0.11

23.6 137 6 135 153 0.11

23.8 133 6 131 148 0.10

24.0 129 6 127 144 0.10

24.2 80 6 102 116 0.08

24.4 80 6 89 101 0.07

24.6 35 6 61 69 0.05

24.8 0 6 29 33 0.02

25.0 0 6 13 14 0.01

25.2 0 6 4 4 0.00

25.4 0 4 0 0 0.00

25.6 0 0 0 0 0.00

25.8 0 0 0 0 0.00

26.0 0 0 0 0 0.00

26.2 0 0 0 0 0.00

26.4 0 0 0 0 0.00

26.6 0 0 0 0 0.00

26.8 0 0 0 0 0.00

27.0 0 0 0 0 0.00

27.2 0 0 0 0 0.00

27.4 0 0 0 0 0.00

27.6 0 0 0 0 0.00

27.8 0 0 0 0 0.00

28.0 0 0 0 0 0.00

28.2 0 0 0 0 0.00

28.4 0 0 0 0 0.00

28.6 0 0 0 0 0.00

28.8 0 0 0 0 0.00

29.0 0 0 0 0 0.00

29.2 0 0 0 0 0.00

29.4 0 0 0 0 0.00

29.6 0 0 0 0 0.00

29.8 0 0 0 0 0.00

30.0 0 0 0 0 0.00

30.2 0 0 0 0 0.00

30.4 0 0 0 0 0.00

30.6 0 0 0 0 0.00

30.8 0 0 0 0 0.00

31.0 0 0 0 0 0.00

31.2 0 0 0 0 0.00

31.4 0 0 0 0 0.00

31.6 0 0 0 0 0.00

31.8 0 0 0 0 0.00

32.0 0 0 0 0 0.00

32.2 0 0 0 0 0.00

32.4 0 0 0 0 0.00

32.6 0 0 0 0 0.00

32.8 0 0 0 0 0.00

33.0 0 0 0 0 0.00

33.2 0 0 0 0 0.00

33.4 0 0 0 0 0.00

33.6 0 0 0 0 0.00

33.8 0 0 0 0 0.00

34.0 0 0 0 0 0.00

34.2 0 0 0 0 0.00

34.4 0 0 0 0 0.00

34.6 0 0 0 0 0.00

34.8 0 0 0 0 0.00

35.0 0 0 0 0 0.00

35.2 0 0 0 0 0.00

35.4 0 0 0 0 0.00

35.6 0 0 0 0 0.00

35.8 0 0 0 0 0.00

36.0 0 0 0 0 0.00

36.2 0 0 0 0 0.00

36.4 0 0 0 0 0.00

36.6 0 0 0 0 0.00

36.8 0 0 0 0 0.00

37.0 0 0 0 0 0.00

37.2 0 0 0 0 0.00

37.4 0 0 0 0 0.00

37.6 0 0 0 0 0.00

37.8 0 0 0 0 0.00

38.0 0 0 0 0 0.00

38.2 0 0 0 0 0.00

38.4 0 0 0 0 0.00

38.6 0 0 0 0 0.00

38.8 0 0 0 0 0.00

39.0 0 0 0 0 0.00

39.2 0 0 0 0 0.00

39.4 0 0 0 0 0.00

39.6 0 0 0 0 0.00

39.8 0 0 0 0 0.00

40.0 0 0 0 0 0.00

40.2 0 0 0 0 0.00

40.4 0 0 0 0 0.00

40.6 0 0 0 0 0.00

40.8 0 0 0 0 0.00

41.0 0 0 0 0 0.00

41.2 0 0 0 0 0.00

41.4 0 0 0 0 0.00

41.6 0 0 0 0 0.00

41.8 0 0 0 0 0.00

42.0 0 0 0 0 0.00

42.2 0 0 0 0 0.00

42.4 0 0 0 0 0.00

42.6 0 0 0 0 0.00

42.8 0 0 0 0 0.00

43.0 0 0 0 0 0.00

43.2 0 0 0 0 0.00

43.4 0 0 0 0 0.00

43.6 0 0 0 0 0.00

43.8 0 0 0 0 0.00

44.0 0 0 0 0 0.00

44.2 0 0 0 0 0.00

44.4 0 0 0 0 0.00

44.6 0 0 0 0 0.00

44.8 0 0 0 0 0.00

45.0 0 0 0 0 0.00

45.2 0 0 0 0 0.00

45.4 0 0 0 0 0.00

45.6 0 0 0 0 0.00

45.8 0 0 0 0 0.00

46.0 0 0 0 0 0.00

46.2 0 0 0 0 0.00

46.4 0 0 0 0 0.00

46.6 0 0 0 0 0.00

46.8 0 0 0 0 0.00

47.0 0 0 0 0 0.00

47.2 0 0 0 0 0.00

47.4 0 0 0 0 0.00

47.6 0 0 0 0 0.00

47.8 0 0 0 0 0.00

48.0 0 0 0 0 0.00

48.2 0 0 0 0 0.00

48.4 0 0 0 0 0.00

48.6 0 0 0 0 0.00

48.8 0 0 0 0 0.00

49.0 0 0 0 0 0.00

49.2 0 0 0 0 0.00

49.4 0 0 0 0 0.00

49.6 0 0 0 0 0.00

49.8 0 0 0 0 0.00

50.0 0 0 0 0 0.00

50.2 0 0 0 0 0.00

50.4 0 0 0 0 0.00

50.6 0 0 0 0 0.00

50.8 0 0 0 0 0.00

51.0 0 0 0 0 0.00

51.2 0 0 0 0 0.00

51.4 0 0 0 0 0.00

51.6 0 0 0 0 0.00

51.8 0 0 0 0 0.00

52.0 0 0 0 0 0.00

52.2 0 0 0 0 0.00

52.4 0 0 0 0 0.00

52.6 0 0 0 0 0.00

52.8 0 0 0 0 0.00

53.0 0 0 0 0 0.00

53.2 0 0 0 0 0.00

53.4 0 0 0 0 0.00

53.6 0 0 0 0 0.00

53.8 0 0 0 0 0.00

54.0 0 0 0 0 0.00

54.2 0 0 0 0 0.00

54.4 0 0 0 0 0.00

54.6 0 0 0 0 0.00

54.8 0 0 0 0 0.00

55.0 0 0 0 0 0.00

55.2 0 0 0 0 0.00

55.4 0 0 0 0 0.00

55.6 0 0 0 0 0.00

55.8 0 0 0 0 0.00

56.0 0 0 0 0 0.00

56.2 0 0 0 0 0.00

56.4 0 0 0 0 0.00

56.6 0 0 0 0 0.00

56.8 0 0 0 0 0.00

57.0 0 0 0 0 0.00

57.2 0 0 0 0 0.00

57.4 0 0 0 0 0.00

57.6 0 0 0 0 0.00

57.8 0 0 0 0 0.00

58.0 0 0 0 0 0.00

58.2 0 0 0 0 0.00

58.4 0 0 0 0 0.00

58.6 0 0 0 0 0.00

58.8 0 0 0 0 0.00

59.0 0 0 0 0 0.00

59.2 0 0 0 0 0.00

59.4 0 0 0 0 0.00

59.6 0 0 0 0 0.00

59.8 0 0 0 0 0.00

60.0 0 0 0 0 0.00

60.2 0 0 0 0 0.00

60.4 0 0 0 0 0.00

60.6 0 0 0 0 0.00

60.8 0 0 0 0 0.00

61.0 0 0 0 0 0.00

61.2 0 0 0 0 0.00

61.4 0 0 0 0 0.00

61.6 0 0 0 0 0.00

61.8 0 0 0 0 0.00

62.0 0 0 0 0 0.00

62.2 0 0 0 0 0.00

62.4 0 0 0 0 0.00

62.6 0 0 0 0 0.00

62.8 0 0 0 0 0.00

63.0 0 0 0 0 0.00

63.2 0 0 0 0 0.00

63.4 0 0 0 0 0.00

63.6 0 0 0 0 0.00

63.8 0 0 0 0 0.00

64.0 0 0 0 0 0.00

64.2 0 0 0 0 0.00

64.4 0 0 0 0 0.00

64.6 0 0 0 0 0.00

64.8 0 0 0 0 0.00

65.0 0 0 0 0 0.00

65.2 0 0 0 0 0.00

65.4 0 0 0 0 0.00

65.6 0 0 0 0 0.00

65.8 0 0 0 0 0.00

66.0 0 0 0 0 0.00

66.2 0 0 0 0 0.00

66.4 0 0 0 0 0.00

66.6 0 0 0 0 0.00

66.8 0 0 0 0 0.00

67.0 0 0 0 0 0.00

67.2 0 0 0 0 0.00

67.4 0 0 0 0 0.00

67.6 0 0 0 0 0.00

67.8 0 0 0 0 0.00

68.0 0 0 0 0 0.00

68.2 0 0 0 0 0.00

68.4 0 0 0 0 0.00

68.6 0 0 0 0 0.00

68.8 0 0 0 0 0.00

69.0 0 0 0 0 0.00

69.2 0 0 0 0 0.00

69.4 0 0 0 0 0.00

69.6 0 0 0 0 0.00

69.8 0 0 0 0 0.00

70.0 0 0 0 0 0.00

70.2 0 0 0 0 0.00

70.4 0 0 0 0 0.00

70.6 0 0 0 0 0.00

70.8 0 0 0 0 0.00

71.0 0 0 0 0 0.00

71.2 0 0 0 0 0.00

71.4 0 0 0 0 0.00

71.6 0 0 0 0 0.00

71.8 0 0 0 0 0.00

72.0 0 0 0 0 0.00

72.2 0 0 0 0 0.00

72.4 0 0 0 0 0.00

72.6 0 0 0 0 0.00

72.8 0 0 0 0 0.00

73.0 0 0 0 0 0.00

73.2 0 0 0 0 0.00

73.4 0 0 0 0 0.00

73.6 0 0 0 0 0.00

73.8 0 0 0 0 0.00

74.0 0 0 0 0 0.00

74.2 0 0 0 0 0.00

74.4 0 0 0 0 0.00

74.6 0 0 0 0 0.00

74.8 0 0 0 0 0.00

75.0 0 0 0 0 0.00

75.2 0 0 0 0 0.00

75.4 0 0 0 0 0.00

75.6 0 0 0 0 0.00

75.8 0 0 0 0 0.00

76.0 0 0 0 0 0.00

76.2 0 0 0 0 0.00

76.4 0 0 0 0 0.00

76.6 0 0 0 0 0.00

76.8 0 0 0 0 0.00

77.0 0 0 0 0 0.00

77.2 0 0 0 0 0.00

77.4 0 0 0 0 0.00

77.6 0 0 0 0 0.00

77.8 0 0 0 0 0.00

78.0 0 0 0 0 0.00

78.2 0 0 0 0 0.00

78.4 0 0 0 0 0.00

78.6 0 0 0 0 0.00

78.8 0 0 0 0 0.00

79.0 0 0 0 0 0.00

79.2 0 0 0 0 0.00

79.4 0 0 0 0 0.00

79.6 0 0 0 0 0.00

79.8 0 0 0 0 0.00

80.0 0 0 0 0 0.00

80.2 0 0 0 0 0.00

80.4 0 0 0 0 0.00

80.6 0 0 0 0 0.00

80.8 0 0 0 0 0.00

81.0 0 0 0 0 0.00

81.2 0 0 0 0 0.00

81.4 0 0 0 0 0.00

81.6 0 0 0 0 0.00

81.8 0 0 0 0 0.00

82.0 0 0 0 0 0.00

82.2 0 0 0 0 0.00

82.4 0 0 0 0 0.00

82.6 0 0 0 0 0.00

82.8 0 0 0 0 0.00

83.0 0 0 0 0 0.00

83.2 0 0 0 0 0.00

83.4 0 0 0 0 0.00

83.6 0 0 0 0 0.00

83.8 0 0 0 0 0.00

84.0 0 0 0 0 0.00

84.2 0 0 0 0 0.00

84.4 0 0 0 0 0.00

84.6 0 0 0 0 0.00

84.8 0 0 0 0 0.00

85.0 0 0 0 0 0.00

85.2 0 0 0 0 0.00

85.4 0 0 0 0 0.00

85.6 0 0 0 0 0.00

85.8 0 0 0 0 0.00

86.0 0 0 0 0 0.00

86.2 0 0 0 0 0.00

86.4 0 0 0 0 0.00

86.6 0 0 0 0 0.00

86.8 0 0 0 0 0.00

87.0 0 0 0 0 0.00

87.2 0 0 0 0 0.00

87.4 0 0 0 0 0.00

87.6 0 0 0 0 0.00

87.8 0 0 0 0 0.00

88.0 0 0 0 0 0.00

88.2 0 0 0 0 0.00

88.4 0 0 0 0 0.00

88.6 0 0 0 0 0.00

88.8 0 0 0 0 0.00

89.0 0 0 0 0 0.00

89.2 0 0 0 0 0.00

89.4 0 0 0 0 0.00

89.6 0 0 0 0 0.00

89.8 0 0 0 0 0.00

90.0 0 0 0 0 0.00

90.2 0 0 0 0 0.00

90.4 0 0 0 0 0.00

90.6 0 0 0 0 0.00

90.8 0 0 0 0 0.00

91.0 0 0 0 0 0.00

91.2 0 0 0 0 0.00

91.4 0 0 0 0 0.00

91.6 0 0 0 0 0.00

91.8 0 0 0 0 0.00

92.0 0 0 0 0 0.00

92.2 0 0 0 0 0.00

92.4 0 0 0 0 0.00

92.6 0 0 0 0 0.00

92.8 0 0 0 0 0.00

93.0 0 0 0 0 0.00

93.2 0 0 0 0 0.00

93.4 0 0 0 0 0.00

93.6 0 0 0 0 0.00

93.8 0 0 0 0 0.00

94.0 0 0 0 0 0.00

94.2 0 0 0 0 0.00

94.4 0 0 0 0 0.00

94.6 0 0 0 0 0.00

94.8 0 0 0 0 0.00

95.0 0 0 0 0 0.00

95.2 0 0 0 0 0.00

95.4 0 0 0 0 0.00

95.6 0 0 0 0 0.00

95.8 0 0 0 0 0.00

96.0 0 0 0 0 0.00
Totals 48,752 766 47,986
Contact: Project Name:

Company: Location:

Phone:

Email:

Step 9.1 - Volume Required
Required storage capacity in cubic feet 9,585 cf (from previous Tab Calculations) Required tank volume at 95% voids: 10,089.47 cf
Step 9.2 - Number of Units Required
Tank Style Tank Height (in)* Number of Tanks Required Square Footage Required Pent 83.46 472 1,452
*NOTE:

Step 9.3 - Configure System Dimensions
Enter the limiting dimension to install the system, including required 2-foot perimeter buffer.

The worksheet will then show you the width and length in terms of total number of tanks, the footprint of your system, and the footprint of the excavation, assuming a 2-foot perimeter to compact backfill.

Limiting Dimension:Width
Length available:100 Feet Width available: 40 Feet
Number of units long: 40 40 Number of units long: 18 18 Number of units wide:12 12 Number of units wide:27 27
Tank Footprint: 93.80Feet Long Tank Footprint: 42.21Feet Long

15.74Feet Wide 35.42Feet Wide
Excavation Footprint: 97.80Feet Long Excavation Footprint: 46.21Feet Long

19.74Feet Wide 39.42Feet Wide
Tanks used in selected system: 486
Contact your ACF representative for a list of all the materials you will need to build this system and estimated unit costs for all items to determine an estimate for the total system including installation.

Stormwater Management System

R-TANK LAYOUT WORKSHEET
[email protected]
(949) 679-0090
You will typically want the bottom of the system to be above the water table or hard-pan, keeping in mind you need 18 inches of cover above the system.

K Mikami Sancerra
Wilson Mikami Corporation Murietta, CA

CITY OF MURRIETTA STORM DRAIN

AS-BUILT PLANS