ATTACHMENT D.18 AppendixH-Hydrology-Study — San Marcos City Council, September 9, 2025

PRIORITY PROJECT

HYDROLOGY STUDY

FOR:

CORNERSTONE COMMUNITIES WOODWARD
APN No. 220-210-49
Woodward St, San Marcos, California

PREPARED FOR:

Cornerstone Communities Corporation
1241 Cave Street
La Jolla, CA 92037
Contact Person: Jack Robson
Tel No: 858-458-9700

PREPARED BY:

EXCEL ENGINEERING
440 State Place
Escondido, CA 92029
Tel: (760) 745-8118
Project No: 22-027

DATE PREPARED:
2/13/2023

TABLE OF CONTENTS

1.0 Project Description

1.1 Project Purpose

1.2 Project Proposed facilities

2.0 Vicinity Map

3.0 Site Map

4.0 Description of Watershed

4.1 Existing Conditions Topography and Drainage Patterns

4.2 Post Conditions Topography and Drainage Patterns

4.3 Hydrologic Unit Contribution

5.0 Methodology

5.1 Hydrology Software

5.2 Routing Software

5.3 Soils Type Determination

5.4 Isopluvial Value Determination

6.0 Calculations

6.1 Calculate Runoff Coefficient

6.2 Manning Roughness Coefficient

6.3 Rational Method Calculation Summary

7.0 Summary

8.0 References

9.0 Declaration of Responsible Charge

10.0 Attachments

Attachment 1 – Site Map

Attachment 2 – Figures & Tables from the SD Hydrology Manual 2003

Attachment 3 – Watershed Information

Watershed Map
Soils Index Map
Soil Report
Rainfall Isopluvial Maps
Attachment 4 – Pre-Development Condition Exhibit

Attachment 5 – Post-Development Condition Exhibit

5a. Hydrology Map of Post-Development Condition Exhibit 5b. Hydrology Map of Post-Development Mitigation Condition Exhibit

Attachment 6 – Modified Rational Method Runoff Calculations

6a. CivilD Pre-Development Calculations
6b. CivilD Post-Development Calculations
6c. CivilD Mitigated Post-Development Calculations

Attachment 7 – Hydrograph
7a. HEC-HMS Simulation Results
7b. Runoff Coefficient C After Detention Structure

1.0 Project Description

1.1 Project Purpose

The objective of this study is to determine the amount of 100-year runoff that the existing site is generating right now and compare it to the 100 year runoff that the proposed project will be generating. We will also calculate adequacy of the proposed storm drain facilities and mitigation measures.

1.2 Project Proposed Facilities

The 8.57-acre project site is located Woodward Street in San Marcos, California. The site is currently undeveloped. The project site is face to Woodward Street to the east and bordered by East Mission Road to the north. The fill slopes have a gradient of about 2:1 (horizontal:vertical).

The project is proposing to build multifamily residential. As part of this project, associated improvements will include two biofiltration basins (BMP-A and BMP-B) located at the north and west edge of the project site, respectively. All necessary utilities (storm, sewer, water, etc.) will be installed as part of the project.

2.0 Vicinity Map

The project is located on the east side of Woodward Street and bounded by the East Mission Road to the north in San Marcos, California.

Fig. 1 Vicinity Map

3.0 Site Map

Please see Attachment 1 – Site Map

4.0 Description of Watershed

4.1 Existing Conditions Topography and Drainage Patterns

The existing project onsite is currently undeveloped. The project fronts onto Woodward Street and East Mission Road. The property drains primarily by overland flow to an existing storm drain system located at the southwest corner of the project site. According to the Web Soil Survey, the soil type in this project is Type C and Type D. The same runoff factors will be used for the overall project calculations.

The upper east side of the project site drains westerly to the existing 18 inches and 24 inches storm drain pipe then drains to poc-1, which is located at the southwest corner of the project site. The lower east side of the project site drains southerly to the existing 12 and 18 inches storm drain pipe then to poc-2, which is located at the southeast corner of the project site. At the north edge of the project site, surface runoff drains northerly to poc-3, which is located at the north west edge of the project site.

The pre-development onsite area is approximately 8.57 acre. The impervious square footage of the site was estimated based on aerial photography and detailed aerial topographic mapping to be approximately 0% of the site. From table 3-1 “RUNOFF COEFFICIENTS FOR URBAN AREAs”, runoff coefficients for 0% impervious will be used in the pre-development runoff calculations.

A pre-developed drainage map can be found as Attachment 4 in this report.

4.2 Post Conditions Topography and Drainage Patterns

This project proposed to install residential houses. The project is proposed to build two biofiltration basins (BMP-A and BMP-B) for storm water quality, which located at the northeast corner and northwest edge of the project site, respectively, to incorporate the collection of storm water from the building and street and direct the storm water through storm water drainage pipes to POCs.

At the east side of the property, the project proposed to build brow ditch to direct surface flow northerly to the proposed 36 inches storage pipe 2 then follow the existing site slope drains to poc-3, which is located at the north edge along the Woodward Street of the project site. The middle part of the project site is proposed to build multifamily, park, and street improvement. The proposed impervious area routes surface runoff northerly through proposed storm drain storage pipe 1 then to BMP-A, which is located at northeast side of the project site. After runoff get treated in BMP-A, it outlets to a brow ditch down the slope to Woodward Street POC-1. The west part of the project site includes proposed graded slope, existing slope, and the proposed driveway. This part of the project drains surface flow southwesterly to poc-1. The rest of the project, the east part, routes stormwater southeasterly to existing 12 and 18 inches storm drain pipe then to poc-2, which is located at the southeast corner of the project site.

The average impervious square footage of the post-development condition was estimated based on aerial photography and detailed aerial topographic mapping. to be approximately 100%, 65%, and 0% of the site. From table 3-1 “RUNOFF COEFFICIENTS FOR URBAN AREAs”, runoff coefficient for 100%, 65%, and 0% impervious will be used in the post- development runoff calculations.

As calculated below and summarized further in section 6, the pre-development discharges a peak 100-year flow of 16.14 CFS to POC-1, 7.87 CFS to POC-2, and 2.17 CFS to POC-3.

The project proposed post-development discharge a peak 100-year flow of 21.37 CFS to POC-1, 4.70 CFS to POC-2, and 3.61 CFS to POC-3, which need storage detention at POC-1 and POC-3 in post development. After mitigation, the peak 100-year flow of the post-development is 11.76 CFS at POC-1 and 2.05 CFS at POC-3. The northeast biofiltration basin (BMP-A) and storage pipe 1 perform peak flow detention purposes for POC-1, and the storage pipe 2 at the east side perform peak flow detention purposes for POC-3.

The mitigation for POC-1 has two parts. Part 1 is for flow being detained in storage pipe 1, part 2 is for flow after storage pipe 1 and being detained in BMP-A due to confluence. The final mitigated result for POC-1 is shown in part 2.

A post-developed drainage map can be found as Attachment 5 in this report.

4.3 Hydrologic Unit Contribution

The project site is located in Richland Hydrologic Sub Area of the San Marcos Hydrologic Area of the Carlsbad Hydrologic Unit (904.52).

5.0 Methodology

This report is prepared in accordance with the 2003 San Diego County Hydrology Manual.

Based on the overall tributary study area, calculations are based on the Rational Method.

5.1 Hydrology Software

We are using the CivilCadd/CivilDesign® software to analyze the runoff. The module we are using is the one for the San Diego County Flood Control Division 2003 Hydrology Manual. Please see the detailed hydrology calculations in Attachment 6.

5.2 Routing Software
Hydrologic Modeling System (HEC-HMS), Version 4.9 is used for hydrologic routing of the entire project site. The hydrograph developed from the rational method is then manually entered into this software and routed into each detention pipe. The HEC-HMS simulation results can be found in Attachment 7 in this report.

5.3 Soil Type Determination

The soil type for the proposed project was determined by mapping the project limits on the EPA Web Soil Survey website. The Web soil Survey indicate that the site is composed of soil type C and type D. The soil report and soil index map can be found in Attachment 3 of this report.

5.4 Isopluvial Value Determination

The isopluvial values for the 100-year 6 hour and 24 hour storm events were determined by plotting the projects location on the respective exhibits from Appendix B of the Hydrology Manual. The rainfall isopluvial maps can be found in Attachment 3 of this report.

6.0 Calculations

The intent of the post-development calculation done as part of this report is to verify the 100-year flowrates expected from the post-developed conditions are lower than the pre- developed conditions. These numbers will be used to size the proposed storm drainage pipes and to doublecheck if the existing storm drain outlet facilities are adequate.

6.1 Calculate Runoff Coefficient

The runoff coefficients for each of the drainage areas are taken from Table 3-1 of the Hydrology Manual. Based on the EPA Web Soil Survey, this project site is in type D and type C soil. The runoff coefficients C are based on the %IMPER. for this project. Table 3-1 is included in the CIVILD software, and the values chosen based on the program input parameters. The output file was checked to ensure that the correct C values are used.

In order to not have a negative impact on the post development downstream facilities, detention structure is needed in this project. The method we are using here on how to use the resulting values of the outflow hydrograph is to recalculate the runoff coefficient C value based on the fix values of the outflow hydrograph to achieve a C out . The detailed
description and calculation of the Cout value can be found in Attachment 7 in this report.

6.2 Manning Roughness Coefficient

Manning Roughness Coefficients are taken from San Diego County Drainage Design Manual. Values are taken from Table A-1, Average Manning Roughness Coefficients for Pavement and Gutters, Table A-2, Average Manning Roughness Coefficients for Closed Conduits, and Table A-5, Average Manning roughness Coefficient for Natural Channels.

Values of 0.015 for Concrete Gutter, 0.016 for Concrete Pavement, 0.013 for PVC Pipe, and 0.03 for Fairly Regular Section Some Grass and Weeds, Little or No Brush are used in the hydrology calculations. Table of Manning’s n value can be found in Attachment 2 in this report.

6.3 Rational Method Calculation Summary

The peak runoff values for the 100-year storm are calculated according to the Hydrology Manual Rational Method. The calculations are performed using the CIVILD software. A summary of the initial calculations is summarized in the table below:

Summary of Q100 Runoff

PRE POST POST MITIGATION
POC-1 POC-2 POC-3 POC-1 POC-2 POC-3 POC-1 POC-3
Q (CFS) 16.14 7.87 2.17 21.37 4.70 3.61 11.76 2.05
A (Acres) 7.10 2.88 0.89 6.59 2.34 1.46 6.59 1.46
TC (MIN) 8.54 6.29 6.98 11.17 7.34 7.57 17.27 11.73

Table 1. Q100 Analysis Results

Structures that are used for detention are the biofiltration basin (BMP-A) and storage pipe 1 located at the northeast side of the project site, and storage pipe 2 located at the east side of the project site.

The total volume of BMP-A is 13387.08 cu ft. The total volume for storage pipe 1 and storage pipe 2 is 57937.32 cu ft and 15020.29 cu ft, respectively. The figures of stage versus volume of the detention structures are shown below:

Fig. 2 BMP-A Volume

Fig. 3 Storage Pipe 1 Volume

Fig. 4 Storage Pipe 2 Volume

CIVILD data and output files can be found in Attachment 6 of this report.

By observation of the results in the summary table, the mitigated developed condition of the site will have an overall decrease in the 100 year peak flow discharge from the site.

7.0 Summary

This project will not negatively impact the existing downstream storm drain facilities.

Based on the results of this report, the project does not increase the 100-year peak flow rate of the Mitigated Post Development stormwater discharge from the site as flows are lower than those of the Pre Development condition.

8.0 References

County of San Diego, Department of Public Works, Flood Control Section, June 2003 San Diego County Hydrology Manual.

County of San Diego, Department of Public Works, Flood Control Section, September 2014 San Diego County Hydraulic Design Manual.

9.0 DECLARATION OF RESPONSIBLE CHARGE

I hereby declare that I am the engineer of work for this project. That I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions codes, and that the design is consistent with current design.

I understand that the check of the project drawings and specifications by the City of San Marcos is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design.

ENGINEER OF WORK
Excel Engineering
440 State Place
Escondido, CA 92029
Tel – (760)745-8118
Fax – (760)745-1890

Project Number: 22-027

___________________________________________________ ____________ Robert D. Dentino, RCE 45629 Date
Registration Expire: December 31, 2023

ATTACHMENTS

Attachment 1 – Site Map

Attachment 2 – Figures & Tables from the San Diego County Hydrology Manual 2003

Attachment 3 – Watershed Information
Watershed Map
Soils Index Map
Soil Report
Rainfall Isopluvial Maps

Attachment 4 – Pre-Development Condition Exhibit

Attachment 5 – Post-Development Condition Exhibit
5a. Hydrology Map of Post-Development Condition E xhibit 5b. Hydrology Map of Post-Development Mitigation Condition Exhibit

Attachment 6 – Modified Rational Method Runoff Calculations 6a. CivilD Pre-Development Calculations
6b. CivilD Post-Development Calculations
6c. CivilD Mitigated Post-Development Calculation s

Attachment 7 – Hydrograph
7a. HEC-HMS Simulation Results
7b. Runoff Coefficient C After Detention Structure
ATTACHMENT 1

SITE MAP

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CORNERSTONE COMMUNITIES
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ATTACHMENT 2

FIGURES & TABLES FROM THE SAN DIEGO COUNTY HYDROLOGY
MANUAL 2003

San Diego County Hydrology Manual Section: 3
Date: June 2003 Page: 6 of 26

Table 3-1

RUNOFF COEFFICIENTS FOR URBAN AREAS

Land Use Runoff Coefficient “C”
Soil Type
NRCS Elements County Elements % IMPER. A B C D
Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87

*The values associated with 0% impervious may be used for dir ect calculation of the runoff coe fficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest).

DU/A = dwelling units per acre
NRCS = National Resources Conservation Service

3-6

San Diego County Hydrology Manual Section: 3
Date: June 2003 Page: 12 of 26

Note that the Initial Time of Concentration shou ld be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres.

Table 3-2 provides limits of the length (Maximum Length (L M)) of sheet flow to be used in
hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applic ations as described below. Exceptions may be approved by the “Regulating Agency” when submitted with a detailed study.

Table 3-2

MAXIMUM OVERLAND FLOW LENGTH (LM)
& INITIAL TIME OF CONCENTRATION (Ti)
.5% 1% 2% 3% 5% 10% Element*

DU/
Acre L
M Ti L M Ti L M Ti L M Ti L M Ti L M Ti
Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4
LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8
LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6
MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3
MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8
MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5
MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3
HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5
HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7
N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7
G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4
O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9
*See Table 3-1 for more detailed description

3-12

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P5 = 6-Hour Precipitation (in)
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Intensity-Duration Design Chart - Template
Directions for Application:
(1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yrmaps included in the Design and Procedure Manual ).
(2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipita tion (not applicaple to Desert).
(3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed.

Application Form:
(a) Selected frequency ___ year
p
(b) P6 :::: __ in., p24 = __ 'P 6 = _ __ % (2)
24 (c) Adjusted p6(2) = __ in.
(d) Ix= __ min .
(e) J = __ in.lhr .

Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965.
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Duration l I . I I I I I I ' I
5 2.63 3.9515.27 6.59 7.90 ~ 10.54 11.86 13.17 14.49 15.81 7 2. 12➔3. 1 8~,?4 5.3Q. 6}~~ J:4f 9.54_ J 0.60 11;.66 12.72 10 1.s8 2.s3 3.37 4.21 I 5.o5 s.90 6.74 7.58 8.42 9.27 10.11 --15 1.30 1.95 2.59 3.24 [,89.,. 4.54 ~ - - 7.78 5.19 5.84 6.49 7.13
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3-3
15 Nomograph for Determination of
Time of Concentration (Tc) or Travel Time (Tt) for Natural Watersheds 16 Feet
5000
4000
Tc
Tc
L
~E
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=
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EQUATION
(1~t)°·385
Time of concentration (hours)
Watercourse Distance (miles)
Change in elevation along
effective slope line (See Figure 3-5)(feet)
L'.).E
3000
2000
400
300
200
100
50 40
30 20
10 5
SOURCE: California Division of Highways (1941 ) and Kirpich (1940) L
MIies Feet

0.5 L
4000
' ' 3000
'
2000
1800
1600
1400
1200
1000
900
BOO
700
600
500
400
300
200
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Tc
Hours Minutes
4 3
2 ' ' '
Tc
50 40
30 20
18 16
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10 9
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FIGURE
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F I G U R E
SOURCE: California Division of Highways (1941) and Kirpich (1940) 3-5
Computation of Effective Slope for Natural Watersheds
Area “A” = Area “B”
Watershed Divide
Design
Point
Area “A”
Watershed
Divide
L
L
Design Point
(Watershed Outlet)
Stream Profile
Effective Slope Line
Area “B”
E
17 F I G U R E
SOURCE: San Diego County Department of Special District Services Design Manual 3-6
Gutter and Roadway Discharge - Velocity Chart

0.13 EXAMPLE:

Given: Q = 10 S = 2.5%
Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s.

Depth RESIDENTIAL STREET

ONE SIDE ONLY

1.5’
n = .015
1 2 3 4 5 6 7 8 9 10 20 30 40 50
Discharge (C.F.S.)

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.2

1.4 1.6

1.8 2
3 6
4 5
7 8
9 10
12 14
16 18
20 V = 2.5 f.p.s.

V = 3 f.p.s.

V = 4 f.p.s.

V = 5 f.p.s.

V = 6 f.p.s.

V = 8 f.p.s.

V = 10 f.p.s. V = 12 f.p.s.

V = 2 f.p.s.

Depth 0.7 Feet
Depth 0.6 Feet
Depth 0.5 Feet
Depth 0.4 Feet
Depth 0.3 Feet
Depth 0.25 Feet
Depth 0.2 Feet
% of Street Slope
V = 1.5 f.p.s.
2%
2%
n = .0175
PavedConcrete
Gutter
18 F I G U R E
SOURCE: USDOT, FHWA, HDS-3 (1961)
3-7
Manning’s Equation Nomograph
s = 0.003
n = 0.02
SLOPE in feet per foot -s
HYDRAULIC RADIUS in feet - R
VELOCITY in feet per second - V

EXAMPLE
R=0.6
V=2.9
EQUATION: V = ____ R2/3 s1/21.49
n

0.3 0.2

0.15 0.10

0.09 0.08

0.07 0.06

0.05 0.04

0.03 0.02

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0.008

0.007

0.006

0.005

0.004

0.003

0.002

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0.0004

0.0005

0.0006

0.0007

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9 8
7 6
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0.8 0.7

0.6 0.5

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 2
3 4
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8 7
6 5
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30 20

0.01 0.02

0.03 0.04

0.05 0.06

0.07 0.08

0.09 0.10

0.2 0.3

0.4 GENERAL SOLUTION
ROUGHNESS Coefficient - n
19 San Diego County Drainage Design Manual (July 2005)
Page A-3

Table A-1 Average Manning Roughness Coefficients for Pavement and Gutters1 Concrete Gutter2 ......................................................................................................................0.015 Concrete Pavement
Float Finish .........................................................................................................................0.014 Broom Finish.......................................................................................................................0.016 Concrete Gutter with Asphalt Pavement
Smooth Finish.....................................................................................................................0.013 Rough Texture ....................................................................................................................0.015 Asphalt Pavement
Smooth Finish.....................................................................................................................0.013 Rough Texture ....................................................................................................................0.016 Based on FHWA HEC-22.

1 Based on materials and workmanship required by standard specifications. 2 Increase roughness coefficient in gutters with mild slopes where sediment might accumulate by 0.020.

Table A-1

San Diego County Drainage Design Manual (July 2005)
Page A-4

Table A-2 Average Manning Roughness Coefficients for Closed Conduits3 Reinforced Concrete Pipe (RCP) .............................................................................................0.013 Corrugated Metal Pipe and Pipe Arch
2-3/8 x 1/2 inch Corrugations
Unlined ........................................................................................................................0.024 Half Lined
Full Flow ...............................................................................................................0.018 d/D>=0.60 .............................................................................................................0.016 d/D<0.60 ...............................................................................................................0.013 Fully Lined ...................................................................................................................0.013 3 x 1 inch Corrugations ......................................................................................................0.027 6 x 2 inch Corrugations ......................................................................................................0.032 Spiral Rib Pipe ...................................................................................................................0.013 Helically Wound Pipe
18-inch .........................................................................................................................0.015 24-inch .........................................................................................................................0.017 30-inch .........................................................................................................................0.019 36-inch .........................................................................................................................0.021 42-inch .........................................................................................................................0.022 48-inch .........................................................................................................................0.023 Plastic Pipe (HPDE and PVC)
Smooth ..............................................................................................................................0.013 Corrugated .........................................................................................................................0.024 Vitrified Clay Pipe .....................................................................................................................0.014 Cast-Iron Pipe (Uncoated) .......................................................................................................0.013 Steel Pipe .................................................................................................................................0.011 Brick .........................................................................................................................................0.017 Cast-In-Place Concrete Pipe
Rough Wood Forms ..........................................................................................................0.017 Smooth Wood or Steel Forms ...........................................................................................0.014

3 Based on materials and workmanship required by standard specifications.

Table A-2

San Diego County Drainage Design Manual (July 2005)
Page A-6

Table A-5 Average Manning Roughness Coefficients for Natural Channels Minor Streams (Surface Width at Flood Stage < 100 ft)
Fairly Regular Section
(A) Some Grass and Weeds, Little or No Brush .........................................................0.030 (B) Dense Growth of Weeds, Depth of Flow Materially Greater Than Weed Height ....................................................................................................................0.040 (C) Some Weeds, Light Brush on Banks.....................................................................0.040 (D) Some Weeds, Heavy Brush on Banks ..................................................................0.060 (E) For Trees within Channel with Branches Submerged at High Stage, Increase All Above Values By ..............................................................................................0.015 Irregular Section, with Pools, Slight Channel Meander
Channels (A) to (E) Above, Increase All Values By .....................................................0.015 Mountain Streams; No Vegetation in Channel, Banks Usually Steep, Trees and Brush along Banks Submerged at High Stage
(A) Bottom, Gravel, Cobbles and Few Boulders ..........................................................0.050 (B) Bottom, Cobbles with Large Boulders....................................................................0.060

Flood Plains (Adjacent To Natural Streams)
Pasture, No Brush
(A) Short Grass ............................................................................................................0.030 (B) High Grass .............................................................................................................0.040 Cultivated Areas
(A) No Crop ..................................................................................................................0.040 (B) Mature Row Crops .................................................................................................0.040 (C) Mature Field Crops.................................................................................................0.050 Heavy Weeds, Scattered Brush .........................................................................................0.050 Light Brush and Trees ........................................................................................................0.060 Medium To Dense Brush....................................................................................................0.090 Dense Willows ....................................................................................................................0.170 Cleared Land with Tree Stumps, 100-150 Per Acre........................................................... 0.060 Heavy Stand of Timber, Little Undergrowth
(A) Flood Depth below Branches .................................................................................0.110 (B) Flood Depth Reaches Branches ............................................................................0.140

Table A-5
ATTACHMENT 3

WATERSHED INFORMATION

WATERSHED MAP
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SANTA

MARGARITA
P A C I F I C
O C E A N
R I V E R S I D E C O U N T Y
B A J A C A L I F O R N I A , M E X I C O I M P E R I A L C O U N T Y
O R AN G E
C O U N TY

SAN JUAN
SANTA

MARGARITA
SAN

LUIS REY

SAN DIEGUITO

CARLSBAD
SAN
DIEGO

PENASQUITOS

SWEETWATER
PUEBLO

SAN DIEGO

BAY OTAY

TIJUANA
LAKE

O'NEILL
LAKE
PULGAS
MORRO

RESERVOIR
BECK

RESERVOIR
RED

MOUNTAIN

RESERVOIR

GUAJOME LAKE
LAKE

HENSHAW

WINDMILL
LAKE

SQUIRES
DAM
TALONE
LAKE

HUBBERT
LAKE
TURNER
LAKE
WHALEN
LAKE

CALAVERAS
LAKE
SAN
MARCOS
LAKE
AQUA

HEDIONDA
LAGOON
LAKE

WOHLFORD
BUENA
VISTA
LAGOON
DIXON

RESERVOIR

SAN DIEGUITO

RESERVOIR

BATIQUITOS
LAGOON

RESERVOIR
SANTEE

RECREATIONAL
LAKES
LINDO
LAKE

EL CAPITAN

RESERVOIR

SAN ELIJO
LAGOON
LAKE
POWAY
CORTE
MADERA
LAKE

RESERVOIR
25TH

MISSION
BAY

MIRAMAR

RESERVOIR
MORENA

RESERVOIR

BARRETT
LAKE
LAKE
RAMONA
MOUNT
HELIX
LAKE
LAKE
MURRAY
HANSEN

RESERVOIR

LOWER OTAY

RESERVOIR

SAN DIEGO
BAY
LAKE
HODGES

UPPER OTAY

RESERVOIR

OLIVENHAIN

RESERVOIR
SAN

DIEGUITO
LAGOON
LOS

PENASQUITOS
LAGOON
PALO
VERDE
LAKE
LAKE

JENNINGS
SAN
DIEGO
SAN
MARCOS
SANTEE
SOLANA
BEACH
VISTA

CARLSBAD
CHULA
VISTA

CORONADO
DEL
MAR

EL CAJON

ENCINITAS

ESCONDIDO

IMPERIAL
BEACH

LA MESA
LEMON
GROVE

NATIONAL
CITY

OCEANSIDE
POWAY
S.D.

COUNTY
Tecate
Campo
Boulder
Oaks
Pine
Valley
Descanso
Pala
Bonsall
Pauma
Valley
Mesa
Grande
San
Onofre
De Luz
Live Oak
Park
Rainbow
Twin
Oaks
Alpine
Spring
Valley
Jamacha
Jamul
Ranchita
San
Felipe
Jacumba
Boulevard
Glen
Oaks
Bankhead
Springs
Ramona
Sweeney
Pass
Ocotillo
Wells
Agua
Caliente
Springs
Mount
Laguna
Tierra
Del Sol
Morena
Village
Julian
Santa
Ysabel
Palomar
Mountain
Potrero
Dehesa
Borrego Springs
Margarita
Valley
Center
Jesmond
Dene
Fernbrook
Buckman
Springs
Rincon
Springs
Blossom
Valley
Dulzura
Warner
Springs
Scissors
Crossing
Cuyamaca
Lilac
Fallbrook
Guatay
Harbison
Canyon
Cameron
Corners
Felicita
Regional
Park
Flinn Springs
Regional Park
Gopher
Canyon
Reserve
Greenfield
Blue Sky Ranch
Ecological
Reserve
4-S Ranch
Community
Park
Aerie
Park
Agua
Caliente
Park
Berkeley
Hering
Preserve
Christopher
Hill (TET)
Borrego
Springs
Borrego Springs
Park Site
Dedication
Boulder Oaks
Preserve
(South)
Cactus
Park
Cowles Mountain
(Mission Trails
Regional Park)
Damon
Lane
Park
Diamond
Trail
(TET)
Dos Picos
Regional
Park
El Cajon
Operations
Maintenance Facility
El Capitan
Preserve
Guajome
Regional
Park Hellhole
Canyon
Preserve
In-Ko-Pah
Park
Sage Hill
Preserve
San Elijo Lagoon
Ecological
Reserve
Santa
Margarita
Preserve
Santa
Ysabel East
Preserve
Santa
Ysabel West
Preserve
Simon
Preserve
Knollwood
Preserve
(TET)
Lake
Morena
Park
Lakeside
Baseball
Park
Lakeside
Linkage
Preserve
Lawrence and
Barbara Daley
Preserve
Live Oak
Park
Luelf Pond /
Holly Oaks
Preserve
Magdalena
Ecke Open
Space
Mount
Olympus
Preserve
Mountain
Springs Park
Mt. Gower
Preserve
Old Springs
Road Preserve
Otay Mesa East
(Marathon)(Furby
North)
Pala Mesa
Mitigation
Property
Quail
Botanical
Gardens
Reams/Thomson
Stelzer
Regional
Park
Del Dios
Highlands
Preserve
Tijuana
River Valley
Regional Park
Val Sereno
Preserve
Vallecito Stage
Station Regional Park
& Historic Site
Valley Center
Community Park
Volcan Mountain
Wilderness
Preserve
Wilderness
Gardens
Preserve
Los Penasquitos
Canyon Preserve
Santa Fe
Valley Open
Space Preserve
Goodan Ranch/Sycamore
Canyon Preserve
(Hagey 2011)
Sweetwater
Summit Park
Sweetwater
Regional Park
San Dieguito
Regional Park
Otay P.O.M.

Wolf Canyon
San Luis Rey
River
Park
Boulder Oaks
Preserve
(North)
Stoneridge
Preserve
Pine
Valley
MSCP
Ramona
Grasslands
Preserve
Otay Ranch
Preserve
Goodan Ranch
/ Sycamore
Canyon Preserve
Mason
Wildlife
Refuge
Oakoasis
Preserve
Potrero
Park
Escondido
Creek
Otay Valley
Regional
Park
Otay
Ranch
POM
Barnett
Ranch
Preserve
Bottle Peak
Preserve
William Heise
Regional Park
El Monte
Regional
Park
Historic
Flume
Corridor
Lusardi Creek
Open Space
Preserve
I
San Diego County
Pacific Watersheds
0 4 8 1 22
M i l e s
P a th: P : \ 2 0 1 4 1 2 2 4 _ P a c i fi c _ w a te r s he d s \ Wa te r s he d s . m x d D a te : 1 2 / 3 1 / 2 0 1 4 T H I S M A P / D A T A I S P R O V I D E D WI T H O U T WA R R A N T Y O F A N Y K I N D , E I T H E R E XP R E S S O R I M P L I E D , I N C L U D I N G B U T N O T L I M I T E D T O , T H E I M P L I E D WA R R A N T I E S O F M E R C H A N T A B I L I T Y A N D F I T N E S S F O R A P A R T I C U L A R P U R P O S E . N ote : T hi s p r od u c t m a y c onta i n i nfor m a ti on fr om the S A N D A G R e gi ona l I nfor m a ti on S y s te m w hi c h c a nnot b e r e p r od u c e d w i thou t the w r i tte n p e r m i s s i on of S A N D A G . T hi s p r od u c t m a y c onta i n i nfor m a ti on r e p r od u c e d w i th p e r m i s s i on gr a nte d b y R a nd M c N a l l y & C om p a ny ® to S a nG I S . T hi s m a p i s c op y r i ghte d b y R a nd M c N a l l y & C om p a ny ® . I t i s u nl a w fu l to c op y or r e p r od u c e a l l or a ny p a r t the r e of, w he the r for p e r s ona l u s e or r e s a l e , w i thou t the p r i or , w r i tte n p e r m i s s i on of R a nd M c N a l l y & C om p a ny ® . C op y r i ght S a nG I S 2 0 1 2 - A l l R i ghts R e s e r v e d . F u l l te x t of thi s l e ga l noti c e c a n b e fou nd a t:
http : / / w w w . s a ngi s . or g/ L e ga l _ N oti c e . htm

SOIL INDEX MAP
/51/51/176/48/48/39
/51/50/176/52/53/39
/51/50/176/51/48/39
/51/51/176/49/53/39
/49/49/55/176/49/53/39 /49/49/55/176/48/48/39 /49/49/54/176/52/53/39 /49/49/54/176/51/48/39 /49/49/54/176/49/53/39 /49/49/54/176/51/48/39/49/49/54/176/52/53/39/49/49/55/176/48/48/39/49/49/55/176/49/53/39/49/49/55/176/51/48/39 /49/49/54/176/49/53/39 /51/51/176/49/53/39
/51/50/176/52/53/39
/51/51/176/48/48/39
/51/51/176/51/48/39
/51/50/176/51/48/39
/51/51/176/51/48/39
/49/49/55/176/51/48/39
/83/46/68/46/32/67/79/85/78/84/89
/83/65/78/32/68/73/69/71/79
/80/79/87/65/89
/67/72/85/76/65/32/86/73/83/84/65
/67/65/82/76/83/66/65/68
/79/67/69/65/78/83/73/68/69
/86/73/83/84/65
/69/83/67/79/78/68/73/68/79
/83/65/78/84/69/69
/69/78/67/73/78/73/84/65/83
/69/76/32/67/65/74/79/78
/67/79/82/79/78/65/68/79
/76/65/32/77/69/83/65
/73/77/80/69/82/73/65/76/32/66/69/65/67/72
/76/69/77/79/78/32/71/82/79/86/69
/83/79/76/65/78/65/32/66/69/65/67/72
/68/69/76/32/77/65/82
/82/105/118/101/114/115/105/100/101/32/67/111/117/110/116/121 /79/114/97/110/103/101/32
/67/111/117/110/116/121
/77/32/32/101/32/32/120/32/32/105/32/32/99/32/32/111
/73/109/112/101/114/105/97/108/32/67/111/117/110/116/121 /80/32/97/32/99/32/105/32/102/32/105/32/99/32/32/32/32/79/32/99/32/101/32/97/32/110 /33/34/94/36
/37/38/115/40
/33/34/95/36
/33/34/97/36
/65/168
/65/169
/65/169
/63/122
/65/192
/65/192
/63/104
/33/34/94/36
/51 /48 /51 /77/105/108/101/115
/78
/69/87
/83
/67/111/117/110/116/121/32/111/102/32/83/97/110/32/68/105/101/103/111 /72/121/100/114/111/108/111/103/121/32/77/97/110/117/97/108 /83/111/105/108/32/72/121/100/114/111/108/111/103/105/99/32/71/114/111/117/112/115 /76/101/103/101/110/100
/84/72/73/83/32/77/65/80/32/73/83/32/80/82/79/86/73/68/69/68/32/87/73/84/72/79/85/84/32/87/65/82/82/65/78/84/89/32/79/70/32/65/78/89/32/75/73/78/68/44/32/69/73/84/72/69/82/32/69/88/80/82/69/83/83 /79/82/32/73/77/80/76/73/69/68/44/32/73/78/67/76/85/68/73/78/71/44/32/66/85/84/32/78/79/84/32/76/73/77/73/84/69/68/32/84/79/44/32/84/72/69/32/73/77/80/76/73/69/68/32/87/65/82/82/65/78/84/73/69/83 /79/70/32/77/69/82/67/72/65/78/84/65/66/73/76/73/84/89/32/65/78/68/32/70/73/84/78/69/83/83/32/70/79/82/32/65/32/80/65/82/84/73/67/85/76/65/82/32/80/85/82/80/79/83/69/46 /67/111/112/121/114/105/103/104/116/32/83/97/110/71/73/83/46/32/65/108/108/32/82/105/103/104/116/115/32/82/101/115/101/114/118/101/100/46 /84/104/105/115/32/112/114/111/100/117/99/116/115/32/109/97/121/32/99/111/110/116/97/105/110/32/105/110/102/111/114/109/97/116/105/111/110/32/102/114/111/109/32/116/104/101/32/83/65/78/68/65/71/32/82/101/103/105/111/110/97/108 /73/110/102/111/114/109/97/116/105/111/110/32/83/121/115/116/101/109/32/119/104/105/99/104/32/99/97/110/110/111/116/32/98/101/32/114/101/112/114/111/100/117/99/101/100/32/119/105/116/104/111/117/116/32/116/104/101 /119/114/105/116/116/101/110/32/112/101/114/109/105/115/115/105/111/110/32/111/102/32/83/65/78/68/65/71/46 /84/104/105/115/32/112/114/111/100/117/99/116/32/109/97/121/32/99/111/110/116/97/105/110/32/105/110/102/111/114/109/97/116/105/111/110/32/119/104/105/99/104/32/104/97/115/32/98/101/101/110/32/114/101/112/114/111/100/117/99/101/100/32/119/105/116/104 /112/101/114/109/105/115/115/105/111/110/32/103/114/97/110/116/101/100/32/98/121/32/84/104/111/109/97/115/32/66/114/111/116/104/101/114/115/32/77/97/112/115/46 /83/111/105/108/32/71/114/111/117/112/115
/71/114/111/117/112/32/65
/71/114/111/117/112/32/66
/71/114/111/117/112/32/67
/71/114/111/117/112/32/68
/85/110/100/101/116/101/114/109/105/110/101/100
/68/97/116/97/32/85/110/97/118/97/105/108/97/98/108/101

SOIL REPORT

Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/7/2022

Page 1 of 4 ends

3667050 3667100 3667150 3667200 3667250 3667300 3667350 3667400 3667450 3667050 3667100 3667150 3667200 3667250 3667300 3667350 3667400 3667450 485010 485060 4851 10 485160 485210 485260 485310
485010 485060 4851 10 485160 485210 485260 485310
33° 8' 45'' N
117° 9' 39'' W
33° 8' 45'' N
117° 9' 26'' W
33° 8' 30'' N
117° 9' 39'' W
33° 8' 30'' N
117° 9' 26'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 100 200 400 600
Feet
0 30 60 120 180
Meters
Map Scale: 1:2,160 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map
measurements.

Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: San Diego County Area, California
Survey Area Data: V
ersion 16, Sep 13, 2021
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Mar 14, 2022—Mar 17, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/7/2022

Page 2 of 4 ends

Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CmE2 Cieneba rocky coarse
sandy loam, 9 to 30
percent slopes,
eroded
D 11.6 90.8%
HrC Huerhuero loam, 2 to 9
percent slopes
D 0.2 1.4%
PeC Placentia sandy loam, 2
to 9 percent slopes,
warm MAAT
, MLRA
19 C 1.0 7.8%
Totals for Area of Interest 12.8 100.0%
Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/7/2022

Page 3 of 4 ends

Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/7/2022

Page 4 of 4 ends

RAINFALL ISOPLUVIAL MAPS
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PRE-DEVELOPMENT CONDITION EXHIBIT
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PR£ 0£VilOPM£NT HYOROLOCY EXHIBIT
ATTACHMENT 5

POST-DEVELOPMENT CONDITION EXHIBIT
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POST DEVELOPMENT HYOROLOCY EXHIBIT
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MIT/CATION HYDROLOGY EXHIBIT
ATTACHMENT 6

MODIFIED RATIONAL METHOD RUNOFF CALCULATIONS

Steps Taken To Analyze This Condition
The Rational Method Runoff Calculations are followed here. The software that we are using is the “Rational Hydrology Method, San Diego County (2003 Manual)” module of the CIVILCADD/CIVILDESIGN Engineering Software, Version 9.1.

Please see the subsequent pages for the calculations. These calculations are for the Q 100 .

The results are outlined/summarized in Section 6.

6a. CivilD Pre-Development Calculations
1 2 San Diego County Rational Hydrology Program
3 4 CIVILCADD /CIVILDESIGN Engineering Software ,( c)1991 -2019 Version 9.1 5 6 Rational method hydrology program based on
7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date : 09 /08 /22
9 ------------------------------------------------------------------------ 10 22027 PRE POC1
11 12
13 14 ------------------------------------------------------------------------ 15 ********* Hydrology Study Control Information ********** 16 17 ------------------------------------------------------------------------ 18 19
20 Program License Serial Number 6332
21 22 ------------------------------------------------------------------------ 23 Rational hydrology study storm event year is 100.0 24 English (in -lb ) input data Units used
25 26 Map data precipitation entered :
27 6 hour , precipitation (inches ) = 3.300
28 24 hour precipitation (inches ) = 5.600
29 P6 /P24 = 58.9%
30 San Diego hydrology manual 'C' values used
31 32
33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34 Process from Point /Station 101.000 to Point /Station 102.000 35 **** INITIAL AREA EVALUATION ****
36 ______________________________________________________________________ 37 Decimal fraction soil group A = 0.000
38 Decimal fraction soil group B = 0.000
39 Decimal fraction soil group C = 0.000
40 Decimal fraction soil group D = 1.000
41 [UNDISTURBED NATURAL TERRAIN ]
42 (Permanent Open Space )
43 Impervious value , Ai = 0.000
44 Sub -Area C Value = 0.350
45 Initial subarea total flow distance = 100.000 (Ft .) 46 Highest elevation = 764.000 (Ft .)
47 Lowest elevation = 747.100 (Ft .)
48 Elevation difference = 16.900 (Ft .) Slope = 16.900 % 49 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
50 The maximum overland flow distance is 100.00 (Ft ) 51 for the top area slope value of 16.90 %, in a development type of 52 Permanent Open Space
53 In Accordance With Figure 3-3
54 Initial Area Time of Concentration = 5.26 minutes
55 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 56 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 16.900^ (1/3)]= 5.26 57 Rainfall intensity (I) = 8.414 (In /Hr ) for a 100.0 year storm 58 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 59 Subarea runoff = 0.459 (CFS )
60 Total initial stream area = 0.156 (Ac .)
61 62
63 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 64 Process from Point /Station 102.000 to Point /Station 103.000 65 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
66 ______________________________________________________________________ 67 Estimated mean flow rate at midpoint of channel = 5.065 (CFS ) 68 Depth of flow = 0.807 (Ft .), Average velocity = 7.772 (Ft /s) 69 ******* Irregular Channel Data ***********
70 ----------------------------------------------------------------- 71 Information entered for subchannel number 1 :
72 Point number 'X' coordinate 'Y' coordinate
73 1 0.00 2.00
74 2 2.00 0.00
75 3 4.00 2.00
76 Manning 's 'N' friction factor = 0.030
77 ----------------------------------------------------------------- 78 Sub -Channel flow = 5.065 (CFS )
79 ' ' flow top width = 1.615 (Ft .)
80 ' ' velocity = 7.772 (Ft /s)
81 ' ' area = 0.652 (Sq .Ft )
82 ' ' Froude number = 2.156
83 84 Upstream point elevation = 747.100 (Ft .)
85 Downstream point elevation = 601.940 (Ft .)
86 Flow length = 1108.000 (Ft .)
87 Travel time = 2.38 min .
88 Time of concentration = 7.64 min .
89 Depth of flow = 0.807 (Ft .)
90 Average velocity = 7.772 (Ft /s)
91 Total irregular channel flow = 5.065 (CFS )
92 Irregular channel normal depth above invert elev . = 0.807 (Ft .) 93 Average velocity of channel (s) = 7.772 (Ft /s)
94 Adding area flow to channel
95 Rainfall intensity (I) = 6.616 (In /Hr ) for a 100.0 year storm 96 Decimal fraction soil group A = 0.000
97 Decimal fraction soil group B = 0.000
98 Decimal fraction soil group C = 0.050
99 Decimal fraction soil group D = 0.950
100 [UNDISTURBED NATURAL TERRAIN ]
101 (Permanent Open Space )
102 Impervious value , Ai = 0.000
103 Sub -Area C Value = 0.347
104 Rainfall intensity = 6.616 (In /Hr ) for a 100.0 year storm 105 Effective runoff coefficient used for total area
106 (Q=KCIA ) is C = 0.348 CA = 1.454
107 Subarea runoff = 9.158 (CFS ) for 4.026 (Ac .)
108 Total runoff = 9.618 (CFS ) Total area = 4.182 (Ac .) 109 Depth of flow = 1.027 (Ft .), Average velocity = 9.123 (Ft /s) 110
111
112 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 113 Process from Point /Station 103.000 to Point /Station 104.000 114 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
115 ______________________________________________________________________ 116 Depth of flow = 0.718 (Ft .), Average velocity = 4.208 (Ft /s) 117 ******* Irregular Channel Data ***********
118 ----------------------------------------------------------------- 119 Information entered for subchannel number 1 :
120 Point number 'X' coordinate 'Y' coordinate
121 1 0.00 0.72
122 2 30.00 0.60
123 3 31.50 0.00
124 4 31.50 0.50
125 Manning 's 'N' friction factor = 0.015
126 ----------------------------------------------------------------- 127 Sub -Channel flow = 9.618 (CFS )
128 ' ' flow top width = 29.719 (Ft .)
129 ' ' velocity = 4.208 (Ft /s)
130 ' ' area = 2.285 (Sq .Ft )
131 ' ' Froude number = 2.674
132
133 Upstream point elevation = 601.940 (Ft .)
134 Downstream point elevation = 594.000 (Ft .)
135 Flow length = 140.000 (Ft .)
136 Travel time = 0.55 min .
137 Time of concentration = 8.19 min .
138 Depth of flow = 0.718 (Ft .)
139 Average velocity = 4.208 (Ft /s)
140 Total irregular channel flow = 9.618 (CFS )
141 Irregular channel normal depth above invert elev . = 0.718 (Ft .) 142 Average velocity of channel (s) = 4.208 (Ft /s)
143
144
145 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 146 Process from Point /Station 104.000 to Point /Station 105.000 147 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
148 ______________________________________________________________________ 149 Estimated mean flow rate at midpoint of channel = 9.846 (CFS ) 150 Depth of flow = 1.472 (Ft .), Average velocity = 9.690 (Ft /s) 151 ******* Irregular Channel Data ***********
152 ----------------------------------------------------------------- 153 Information entered for subchannel number 1 :
154 Point number 'X' coordinate 'Y' coordinate
155 1 0.00 2.00
156 2 33.00 1.60
157 3 34.50 0.00
158 4 34.50 1.00
159 Manning 's 'N' friction factor = 0.015
160 ----------------------------------------------------------------- 161 Sub -Channel flow = 9.846 (CFS )
162 ' ' flow top width = 1.380 (Ft .)
163 ' ' velocity = 9.690 (Ft /s)
164 ' ' area = 1.016 (Sq .Ft )
165 ' ' Froude number = 1.990
166
167 Upstream point elevation = 594.000 (Ft .)
168 Downstream point elevation = 585.790 (Ft .)
169 Flow length = 201.000 (Ft .)
170 Travel time = 0.35 min .
171 Time of concentration = 8.54 min .
172 Depth of flow = 1.472 (Ft .)
173 Average velocity = 9.690 (Ft /s)
174 Total irregular channel flow = 9.846 (CFS )
175 Irregular channel normal depth above invert elev . = 1.472 (Ft .) 176 Average velocity of channel (s) = 9.690 (Ft /s)
177 Adding area flow to channel
178 Rainfall intensity (I) = 6.157 (In /Hr ) for a 100.0 year storm 179 Decimal fraction soil group A = 0.000
180 Decimal fraction soil group B = 0.000
181 Decimal fraction soil group C = 1.000
182 Decimal fraction soil group D = 0.000
183 [INDUSTRIAL area type ]
184 (General Industrial )
185 Impervious value , Ai = 0.950
186 Sub -Area C Value = 0.870
187 Rainfall intensity = 6.157 (In /Hr ) for a 100.0 year storm 188 Effective runoff coefficient used for total area
189 (Q=KCIA ) is C = 0.371 CA = 1.627
190 Subarea runoff = 0.399 (CFS ) for 0.199 (Ac .)
191 Total runoff = 10.017 (CFS ) Total area = 4.381 (Ac .) 192 Depth of flow = 1.481 (Ft .), Average velocity = 9.741 (Ft /s) 193
194
195 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 196 Process from Point /Station 105.000 to Point /Station 105.000 197 **** CONFLUENCE OF MINOR STREAMS ****
198 ______________________________________________________________________ 199 Along Main Stream number : 1 in normal stream number 1 200 Stream flow area = 4.381 (Ac .)
201 Runoff from this stream = 10.017 (CFS )
202 Time of concentration = 8.54 min .
203 Rainfall intensity = 6.157 (In /Hr )
204
205
206 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 207 Process from Point /Station 201.000 to Point /Station 202.000 208 **** INITIAL AREA EVALUATION ****
209 ______________________________________________________________________ 210 Decimal fraction soil group A = 0.000
211 Decimal fraction soil group B = 0.000
212 Decimal fraction soil group C = 0.000
213 Decimal fraction soil group D = 1.000
214 [UNDISTURBED NATURAL TERRAIN ]
215 (Permanent Open Space )
216 Impervious value , Ai = 0.000
217 Sub -Area C Value = 0.350
218 Initial subarea total flow distance = 132.000 (Ft .) 219 Highest elevation = 763.990 (Ft .)
220 Lowest elevation = 719.000 (Ft .)
221 Elevation difference = 44.990 (Ft .) Slope = 34.083 % 222 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
223 The maximum overland flow distance is 100.00 (Ft ) 224 for the top area slope value of 34.08 %, in a development type of 225 Permanent Open Space
226 In Accordance With Figure 3-3
227 Initial Area Time of Concentration = 4.16 minutes 228 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 229 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 34.083^ (1/3)]= 4.16 230 Calculated TC of 4.164 minutes is less than 5 minutes , 231 resetting TC to 5.0 minutes for rainfall intensity calculations 232 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 233 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 234 Subarea runoff = 1.592 (CFS )
235 Total initial stream area = 0.523 (Ac .)
236
237
238 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 239 Process from Point /Station 202.000 to Point /Station 203.000 240 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
241 ______________________________________________________________________ 242 Estimated mean flow rate at midpoint of channel = 4.655 (CFS ) 243 Depth of flow = 0.772 (Ft .), Average velocity = 7.811 (Ft /s) 244 ******* Irregular Channel Data ***********
245 ----------------------------------------------------------------- 246 Information entered for subchannel number 1 :
247 Point number 'X' coordinate 'Y' coordinate
248 1 0.00 1.00
249 2 1.00 0.00
250 3 2.00 1.00
251 Manning 's 'N' friction factor = 0.030
252 ----------------------------------------------------------------- 253 Sub -Channel flow = 4.655 (CFS )
254 ' ' flow top width = 1.544 (Ft .)
255 ' ' velocity = 7.811 (Ft /s)
256 ' ' area = 0.596 (Sq .Ft )
257 ' ' Froude number = 2.216
258
259 Upstream point elevation = 719.000 (Ft .)
260 Downstream point elevation = 619.000 (Ft .)
261 Flow length = 712.000 (Ft .)
262 Travel time = 1.52 min .
263 Time of concentration = 5.68 min .
264 Depth of flow = 0.772 (Ft .)
265 Average velocity = 7.811 (Ft /s)
266 Total irregular channel flow = 4.655 (CFS )
267 Irregular channel normal depth above invert elev . = 0.772 (Ft .) 268 Average velocity of channel (s) = 7.811 (Ft /s)
269 Adding area flow to channel
270 Rainfall intensity (I) = 8.005 (In /Hr ) for a 100.0 year storm 271 Decimal fraction soil group A = 0.000
272 Decimal fraction soil group B = 0.000
273 Decimal fraction soil group C = 0.000
274 Decimal fraction soil group D = 1.000
275 [UNDISTURBED NATURAL TERRAIN ]
276 (Permanent Open Space )
277 Impervious value , Ai = 0.000
278 Sub -Area C Value = 0.350
279 Rainfall intensity = 8.005 (In /Hr ) for a 100.0 year storm 280 Effective runoff coefficient used for total area
281 (Q=KCIA ) is C = 0.350 CA = 0.953
282 Subarea runoff = 6.038 (CFS ) for 2.200 (Ac .)
283 Total runoff = 7.630 (CFS ) Total area = 2.723 (Ac .) 284 Depth of flow = 0.929 (Ft .), Average velocity = 8.838 (Ft /s) 285
286
287 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 288 Process from Point /Station 203.000 to Point /Station 204.000 289 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 290 ______________________________________________________________________ 291 Upstream point /station elevation = 605.110 (Ft .) 292 Downstream point /station elevation = 585.920 (Ft .) 293 Pipe length = 94.00 (Ft .) Slope = 0.2041 Manning 's N = 0.013 294 No . of pipes = 1 Required pipe flow = 7.630 (CFS ) 295 Given pipe size = 18.00 (In .)
296 Calculated individual pipe flow = 7.630 (CFS )
297 Normal flow depth in pipe = 4.88 (In .)
298 Flow top width inside pipe = 16.00 (In .)
299 Critical Depth = 12.84 (In .)
300 Pipe flow velocity = 19.71 (Ft /s)
301 Travel time through pipe = 0.08 min .
302 Time of concentration (TC ) = 5.76 min .
303
304
305 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 306 Process from Point /Station 204.000 to Point /Station 205.000 307 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 308 ______________________________________________________________________ 309 Upstream point /station elevation = 585.920 (Ft .) 310 Downstream point /station elevation = 582.760 (Ft .) 311 Pipe length = 147.00 (Ft .) Slope = 0.0215 Manning 's N = 0.013 312 No . of pipes = 1 Required pipe flow = 7.630 (CFS ) 313 Given pipe size = 18.00 (In .)
314 Calculated individual pipe flow = 7.630 (CFS )
315 Normal flow depth in pipe = 8.95 (In .)
316 Flow top width inside pipe = 18.00 (In .)
317 Critical Depth = 12.84 (In .)
318 Pipe flow velocity = 8.70 (Ft /s)
319 Travel time through pipe = 0.28 min .
320 Time of concentration (TC ) = 6.04 min .
321
322
323 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 324 Process from Point /Station 205.000 to Point /Station 105.000 325 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 326 ______________________________________________________________________ 327 Upstream point /station elevation = 582.760 (Ft .) 328 Downstream point /station elevation = 582.080 (Ft .) 329 Pipe length = 15.00 (Ft .) Slope = 0.0453 Manning 's N = 0.013 330 No . of pipes = 1 Required pipe flow = 7.630 (CFS ) 331 Given pipe size = 24.00 (In .)
332 Calculated individual pipe flow = 7.630 (CFS )
333 Normal flow depth in pipe = 6.46 (In .)
334 Flow top width inside pipe = 21.29 (In .)
335 Critical Depth = 11.79 (In .)
336 Pipe flow velocity = 11.20 (Ft /s)
337 Travel time through pipe = 0.02 min .
338 Time of concentration (TC ) = 6.07 min .
339
340
341 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 342 Process from Point /Station 105.000 to Point /Station 105.000 343 **** CONFLUENCE OF MINOR STREAMS ****
344 ______________________________________________________________________ 345 Along Main Stream number : 1 in normal stream number 2 346 Stream flow area = 2.723 (Ac .)
347 Runoff from this stream = 7.630 (CFS )
348 Time of concentration = 6.07 min .
349 Rainfall intensity = 7.675 (In /Hr )
350 Summary of stream data :
351
352 Stream Flow rate TC Rainfall Intensity
353 No . ( CFS ) ( min ) ( In /Hr )
354
355
356 1 10.017 8.54 6.157
357 2 7.630 6.07 7.675
358 Qmax (1) =
359 1.000 * 1.000 * 10.017 ) +
360 0.802 * 1.000 * 7.630 ) + = 16.138
361 Qmax (2) =
362 1.000 * 0.711 * 10.017 ) +
363 1.000 * 1.000 * 7.630 ) + = 14.748
364
365 Total of 2 streams to confluence :
366 Flow rates before confluence point :
367 10.017 7.630
368 Maximum flow rates at confluence using above data :
369 16.138 14.748
370 Area of streams before confluence :
371 4.381 2.723
372 Results of confluence :
373 Total flow rate = 16.138 (CFS )
374 Time of concentration = 8.537 min .
375 Effective stream area after confluence = 7.104 (Ac .) 376 End of computations , total study area = 7.104 (Ac .) 377
378
379
1 2 San Diego County Rational Hydrology Program
3 4 CIVILCADD /CIVILDESIGN Engineering Software ,( c)1991 -2019 Version 9.1 5 6 Rational method hydrology program based on
7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date : 02 /07 /23
9 ------------------------------------------------------------------------ 10 11
12 22027 PRE POC2
13 UPDATED
14 ------------------------------------------------------------------------ 15 ********* Hydrology Study Control Information ********** 16 17 ------------------------------------------------------------------------ 18 19
20 Program License Serial Number 6332
21 22 ------------------------------------------------------------------------ 23 Rational hydrology study storm event year is 100.0 24 English (in -lb ) input data Units used
25 26 Map data precipitation entered :
27 6 hour , precipitation (inches ) = 3.300
28 24 hour precipitation (inches ) = 5.600
29 P6 /P24 = 58.9%
30 San Diego hydrology manual 'C' values used
31 32
33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34 Process from Point /Station 301.000 to Point /Station 302.000 35 **** INITIAL AREA EVALUATION ****
36 ______________________________________________________________________ 37 Decimal fraction soil group A = 0.000
38 Decimal fraction soil group B = 0.000
39 Decimal fraction soil group C = 0.000
40 Decimal fraction soil group D = 1.000
41 [UNDISTURBED NATURAL TERRAIN ]
42 (Permanent Open Space )
43 Impervious value , Ai = 0.000
44 Sub -Area C Value = 0.350
45 Initial subarea total flow distance = 100.000 (Ft .) 46 Highest elevation = 764.410 (Ft .)
47 Lowest elevation = 716.970 (Ft .)
48 Elevation difference = 47.440 (Ft .) Slope = 47.440 % 49 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
50 The maximum overland flow distance is 100.00 (Ft ) 51 for the top area slope value of 47.44 %, in a development type of 52 Permanent Open Space
53 In Accordance With Figure 3-3
54 Initial Area Time of Concentration = 3.73 minutes
55 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 56 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 47.440^ (1/3)]= 3.73 57 Calculated TC of 3.729 minutes is less than 5 minutes , 58 resetting TC to 5.0 minutes for rainfall intensity calculations 59 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 60 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 61 Subarea runoff = 0.499 (CFS )
62 Total initial stream area = 0.164 (Ac .)
63 64
65 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 66 Process from Point /Station 302.000 to Point /Station 303.000 67 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
68 ______________________________________________________________________ 69 Estimated mean flow rate at midpoint of channel = 0.849 (CFS ) 70 Depth of flow = 0.330 (Ft .), Average velocity = 7.820 (Ft /s) 71 ******* Irregular Channel Data ***********
72 ----------------------------------------------------------------- 73 Information entered for subchannel number 1 :
74 Point number 'X' coordinate 'Y' coordinate
75 1 0.00 1.00
76 2 1.00 0.00
77 3 2.00 1.00
78 Manning 's 'N' friction factor = 0.030
79 ----------------------------------------------------------------- 80 Sub -Channel flow = 0.849 (CFS )
81 ' ' flow top width = 0.659 (Ft .)
82 ' ' velocity = 7.820 (Ft /s)
83 ' ' area = 0.109 (Sq .Ft )
84 ' ' Froude number = 3.395
85 86 Upstream point elevation = 716.970 (Ft .)
87 Downstream point elevation = 653.890 (Ft .)
88 Flow length = 144.000 (Ft .)
89 Travel time = 0.31 min .
90 Time of concentration = 4.04 min .
91 Depth of flow = 0.330 (Ft .)
92 Average velocity = 7.820 (Ft /s)
93 Total irregular channel flow = 0.849 (CFS )
94 Irregular channel normal depth above invert elev . = 0.330 (Ft .) 95 Average velocity of channel (s) = 7.820 (Ft /s)
96 Adding area flow to channel
97 Calculated TC of 4.036 minutes is less than 5 minutes , 98 resetting TC to 5.0 minutes for rainfall intensity calculations 99 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 100 Decimal fraction soil group A = 0.000
101 Decimal fraction soil group B = 0.000
102 Decimal fraction soil group C = 0.000
103 Decimal fraction soil group D = 1.000
104 [UNDISTURBED NATURAL TERRAIN ]
105 (Permanent Open Space )
106 Impervious value , Ai = 0.000
107 Sub -Area C Value = 0.350
108 Rainfall intensity = 8.695 (In /Hr ) for a 100.0 year storm 109 Effective runoff coefficient used for total area
110 (Q=KCIA ) is C = 0.350 CA = 0.138
111 Subarea runoff = 0.700 (CFS ) for 0.230 (Ac .)
112 Total runoff = 1.199 (CFS ) Total area = 0.394 (Ac .) 113 Depth of flow = 0.375 (Ft .), Average velocity = 8.525 (Ft /s) 114
115
116 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 117 Process from Point /Station 303.000 to Point /Station 304.000 118 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
119 ______________________________________________________________________ 120 Depth of flow = 0.454 (Ft .), Average velocity = 5.820 (Ft /s) 121 ******* Irregular Channel Data ***********
122 ----------------------------------------------------------------- 123 Information entered for subchannel number 1 :
124 Point number 'X' coordinate 'Y' coordinate
125 1 0.00 1.00
126 2 1.00 0.00
127 3 2.00 1.00
128 Manning 's 'N' friction factor = 0.030
129 ----------------------------------------------------------------- 130 Sub -Channel flow = 1.199 (CFS )
131 ' ' flow top width = 0.908 (Ft .)
132 ' ' velocity = 5.820 (Ft /s)
133 ' ' area = 0.206 (Sq .Ft )
134 ' ' Froude number = 2.153
135
136 Upstream point elevation = 653.890 (Ft .)
137 Downstream point elevation = 615.580 (Ft .)
138 Flow length = 242.000 (Ft .)
139 Travel time = 0.69 min .
140 Time of concentration = 4.73 min .
141 Depth of flow = 0.454 (Ft .)
142 Average velocity = 5.820 (Ft /s)
143 Total irregular channel flow = 1.199 (CFS )
144 Irregular channel normal depth above invert elev . = 0.454 (Ft .) 145 Average velocity of channel (s) = 5.820 (Ft /s)
146
147
148 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 149 Process from Point /Station 304.000 to Point /Station 304.000 150 **** CONFLUENCE OF MINOR STREAMS ****
151 ______________________________________________________________________ 152 Along Main Stream number : 1 in normal stream number 1 153 Stream flow area = 0.394 (Ac .)
154 Runoff from this stream = 1.199 (CFS )
155 Time of concentration = 4.73 min .
156 Rainfall intensity = 8.695 (In /Hr )
157
158
159 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 160 Process from Point /Station 401.000 to Point /Station 402.000 161 **** INITIAL AREA EVALUATION ****
162 ______________________________________________________________________ 163 Decimal fraction soil group A = 0.000
164 Decimal fraction soil group B = 0.000
165 Decimal fraction soil group C = 0.000
166 Decimal fraction soil group D = 1.000
167 [UNDISTURBED NATURAL TERRAIN ]
168 (Permanent Open Space )
169 Impervious value , Ai = 0.000
170 Sub -Area C Value = 0.350
171 Initial subarea total flow distance = 100.000 (Ft .) 172 Highest elevation = 762.950 (Ft .)
173 Lowest elevation = 728.910 (Ft .)
174 Elevation difference = 34.040 (Ft .) Slope = 34.040 % 175 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
176 The maximum overland flow distance is 100.00 (Ft ) 177 for the top area slope value of 34.04 %, in a development type of 178 Permanent Open Space
179 In Accordance With Figure 3-3
180 Initial Area Time of Concentration = 4.17 minutes 181 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 182 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 34.040^ (1/3)]= 4.17 183 Calculated TC of 4.166 minutes is less than 5 minutes , 184 resetting TC to 5.0 minutes for rainfall intensity calculations 185 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 186 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 187 Subarea runoff = 0.173 (CFS )
188 Total initial stream area = 0.057 (Ac .)
189
190
191 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 192 Process from Point /Station 402.000 to Point /Station 304.000 193 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
194 ______________________________________________________________________ 195 Estimated mean flow rate at midpoint of channel = 1.999 (CFS ) 196 Depth of flow = 0.468 (Ft .), Average velocity = 9.130 (Ft /s) 197 ******* Irregular Channel Data ***********
198 ----------------------------------------------------------------- 199 Information entered for subchannel number 1 :
200 Point number 'X' coordinate 'Y' coordinate
201 1 0.00 1.00
202 2 1.00 0.00
203 3 2.00 1.00
204 Manning 's 'N' friction factor = 0.030
205 ----------------------------------------------------------------- 206 Sub -Channel flow = 1.999 (CFS )
207 ' ' flow top width = 0.936 (Ft .)
208 ' ' velocity = 9.130 (Ft /s)
209 ' ' area = 0.219 (Sq .Ft )
210 ' ' Froude number = 3.326
211
212 Upstream point elevation = 728.910 (Ft .)
213 Downstream point elevation = 615.580 (Ft .)
214 Flow length = 303.000 (Ft .)
215 Travel time = 0.55 min .
216 Time of concentration = 4.72 min .
217 Depth of flow = 0.468 (Ft .)
218 Average velocity = 9.130 (Ft /s)
219 Total irregular channel flow = 1.999 (CFS )
220 Irregular channel normal depth above invert elev . = 0.468 (Ft .) 221 Average velocity of channel (s) = 9.130 (Ft /s)
222 Adding area flow to channel
223 Calculated TC of 4.719 minutes is less than 5 minutes , 224 resetting TC to 5.0 minutes for rainfall intensity calculations 225 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 226 Decimal fraction soil group A = 0.000
227 Decimal fraction soil group B = 0.000
228 Decimal fraction soil group C = 0.000
229 Decimal fraction soil group D = 1.000
230 [UNDISTURBED NATURAL TERRAIN ]
231 (Permanent Open Space )
232 Impervious value , Ai = 0.000
233 Sub -Area C Value = 0.350
234 Rainfall intensity = 8.695 (In /Hr ) for a 100.0 year storm 235 Effective runoff coefficient used for total area
236 (Q=KCIA ) is C = 0.350 CA = 0.440
237 Subarea runoff = 3.652 (CFS ) for 1.200 (Ac .)
238 Total runoff = 3.825 (CFS ) Total area = 1.257 (Ac .) 239 Depth of flow = 0.597 (Ft .), Average velocity = 10.737 (Ft /s) 240
241
242 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 243 Process from Point /Station 304.000 to Point /Station 304.000 244 **** CONFLUENCE OF MINOR STREAMS ****
245 ______________________________________________________________________ 246 Along Main Stream number : 1 in normal stream number 2 247 Stream flow area = 1.257 (Ac .)
248 Runoff from this stream = 3.825 (CFS )
249 Time of concentration = 4.72 min .
250 Rainfall intensity = 8.695 (In /Hr )
251 Summary of stream data :
252
253 Stream Flow rate TC Rainfall Intensity
254 No . ( CFS ) ( min ) ( In /Hr )
255
256
257 1 1.199 4.73 8.695
258 2 3.825 4.72 8.695
259 Qmax (1) =
260 1.000 * 1.000 * 1.199 ) +
261 1.000 * 1.000 * 3.825 ) + = 5.024
262 Qmax (2) =
263 1.000 * 0.998 * 1.199 ) +
264 1.000 * 1.000 * 3.825 ) + = 5.022
265
266 Total of 2 streams to confluence :
267 Flow rates before confluence point :
268 1.199 3.825
269 Maximum flow rates at confluence using above data :
270 5.024 5.022
271 Area of streams before confluence :
272 0.394 1.257
273 Results of confluence :
274 Total flow rate = 5.024 (CFS )
275 Time of concentration = 4.729 min .
276 Effective stream area after confluence = 1.651 (Ac .) 277
278
279 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 280 Process from Point /Station 304.000 to Point /Station 305.000 281 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 282 ______________________________________________________________________ 283 Upstream point /station elevation = 601.580 (Ft .) 284 Downstream point /station elevation = 600.300 (Ft .) 285 Pipe length = 19.00 (Ft .) Slope = 0.0674 Manning 's N = 0.013 286 No . of pipes = 1 Required pipe flow = 5.024 (CFS ) 287 Given pipe size = 18.00 (In .)
288 Calculated individual pipe flow = 5.024 (CFS )
289 Normal flow depth in pipe = 5.23 (In .)
290 Flow top width inside pipe = 16.35 (In .)
291 Critical Depth = 10.35 (In .)
292 Pipe flow velocity = 11.77 (Ft /s)
293 Travel time through pipe = 0.03 min .
294 Time of concentration (TC ) = 4.76 min .
295
296
297 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 298 Process from Point /Station 305.000 to Point /Station 305.000 299 **** CONFLUENCE OF MINOR STREAMS ****
300 ______________________________________________________________________ 301 Along Main Stream number : 1 in normal stream number 1 302 Stream flow area = 1.651 (Ac .)
303 Runoff from this stream = 5.024 (CFS )
304 Time of concentration = 4.76 min .
305 Rainfall intensity = 8.695 (In /Hr )
306
307
308 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 309 Process from Point /Station 501.000 to Point /Station 502.000 310 **** INITIAL AREA EVALUATION ****
311 ______________________________________________________________________ 312 Decimal fraction soil group A = 0.000
313 Decimal fraction soil group B = 0.000
314 Decimal fraction soil group C = 0.000
315 Decimal fraction soil group D = 1.000
316 [UNDISTURBED NATURAL TERRAIN ]
317 (Permanent Open Space )
318 Impervious value , Ai = 0.000
319 Sub -Area C Value = 0.350
320 Initial subarea total flow distance = 103.000 (Ft .) 321 Highest elevation = 718.880 (Ft .)
322 Lowest elevation = 698.000 (Ft .)
323 Elevation difference = 20.880 (Ft .) Slope = 20.272 % 324 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
325 The maximum overland flow distance is 100.00 (Ft ) 326 for the top area slope value of 20.27 %, in a development type of 327 Permanent Open Space
328 In Accordance With Figure 3-3
329 Initial Area Time of Concentration = 4.95 minutes 330 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 331 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 20.272^ (1/3)]= 4.95 332 Calculated TC of 4.951 minutes is less than 5 minutes , 333 resetting TC to 5.0 minutes for rainfall intensity calculations 334 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 335 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 336 Subarea runoff = 0.259 (CFS )
337 Total initial stream area = 0.085 (Ac .)
338
339
340 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 341 Process from Point /Station 502.000 to Point /Station 503.000 342 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
343 ______________________________________________________________________ 344 Estimated mean flow rate at midpoint of channel = 1.945 (CFS ) 345 Depth of flow = 0.480 (Ft .), Average velocity = 8.454 (Ft /s) 346 ******* Irregular Channel Data ***********
347 ----------------------------------------------------------------- 348 Information entered for subchannel number 1 :
349 Point number 'X' coordinate 'Y' coordinate
350 1 0.00 1.00
351 2 1.00 0.00
352 3 2.00 1.00
353 Manning 's 'N' friction factor = 0.030
354 ----------------------------------------------------------------- 355 Sub -Channel flow = 1.945 (CFS )
356 ' ' flow top width = 0.959 (Ft .)
357 ' ' velocity = 8.455 (Ft /s)
358 ' ' area = 0.230 (Sq .Ft )
359 ' ' Froude number = 3.042
360
361 Upstream point elevation = 698.000 (Ft .)
362 Downstream point elevation = 624.440 (Ft .)
363 Flow length = 237.000 (Ft .)
364 Travel time = 0.47 min .
365 Time of concentration = 5.42 min .
366 Depth of flow = 0.480 (Ft .)
367 Average velocity = 8.454 (Ft /s)
368 Total irregular channel flow = 1.945 (CFS )
369 Irregular channel normal depth above invert elev . = 0.480 (Ft .) 370 Average velocity of channel (s) = 8.454 (Ft /s)
371 Adding area flow to channel
372 Rainfall intensity (I) = 8.256 (In /Hr ) for a 100.0 year storm 373 Decimal fraction soil group A = 0.000
374 Decimal fraction soil group B = 0.000
375 Decimal fraction soil group C = 0.000
376 Decimal fraction soil group D = 1.000
377 [UNDISTURBED NATURAL TERRAIN ]
378 (Permanent Open Space )
379 Impervious value , Ai = 0.000
380 Sub -Area C Value = 0.350
381 Rainfall intensity = 8.256 (In /Hr ) for a 100.0 year storm 382 Effective runoff coefficient used for total area
383 (Q=KCIA ) is C = 0.350 CA = 0.428
384 Subarea runoff = 3.278 (CFS ) for 1.139 (Ac .)
385 Total runoff = 3.537 (CFS ) Total area = 1.224 (Ac .) 386 Depth of flow = 0.600 (Ft .), Average velocity = 9.818 (Ft /s) 387
388
389 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 390 Process from Point /Station 503.000 to Point /Station 504.000 391 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 392 ______________________________________________________________________ 393 Upstream point /station elevation = 608.370 (Ft .) 394 Downstream point /station elevation = 603.190 (Ft .) 395 Pipe length = 30.00 (Ft .) Slope = 0.1727 Manning 's N = 0.013 396 No . of pipes = 1 Required pipe flow = 3.537 (CFS ) 397 Given pipe size = 12.00 (In .)
398 Calculated individual pipe flow = 3.537 (CFS )
399 Normal flow depth in pipe = 3.99 (In .)
400 Flow top width inside pipe = 11.31 (In .)
401 Critical Depth = 9.64 (In .)
402 Pipe flow velocity = 15.47 (Ft /s)
403 Travel time through pipe = 0.03 min .
404 Time of concentration (TC ) = 5.45 min .
405
406
407 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 408 Process from Point /Station 504.000 to Point /Station 305.000 409 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 410 ______________________________________________________________________ 411 Upstream point /station elevation = 603.190 (Ft .) 412 Downstream point /station elevation = 600.300 (Ft .) 413 Pipe length = 274.00 (Ft .) Slope = 0.0105 Manning 's N = 0.013 414 No . of pipes = 1 Required pipe flow = 3.537 (CFS ) 415 Given pipe size = 18.00 (In .)
416 Calculated individual pipe flow = 3.537 (CFS )
417 Normal flow depth in pipe = 7.09 (In .)
418 Flow top width inside pipe = 17.59 (In .)
419 Critical Depth = 8.61 (In .)
420 Pipe flow velocity = 5.47 (Ft /s)
421 Travel time through pipe = 0.84 min .
422 Time of concentration (TC ) = 6.29 min .
423
424
425 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 426 Process from Point /Station 305.000 to Point /Station 305.000 427 **** CONFLUENCE OF MINOR STREAMS ****
428 ______________________________________________________________________ 429 Along Main Stream number : 1 in normal stream number 2 430 Stream flow area = 1.224 (Ac .)
431 Runoff from this stream = 3.537 (CFS )
432 Time of concentration = 6.29 min .
433 Rainfall intensity = 7.501 (In /Hr )
434 Summary of stream data :
435
436 Stream Flow rate TC Rainfall Intensity
437 No . ( CFS ) ( min ) ( In /Hr )
438
439
440 1 5.024 4.76 8.695
441 2 3.537 6.29 7.501
442 Qmax (1) =
443 1.000 * 1.000 * 5.024 ) +
444 1.000 * 0.757 * 3.537 ) + = 7.700
445 Qmax (2) =
446 0.863 * 1.000 * 5.024 ) +
447 1.000 * 1.000 * 3.537 ) + = 7.871
448
449 Total of 2 streams to confluence :
450 Flow rates before confluence point :
451 5.024 3.537
452 Maximum flow rates at confluence using above data :
453 7.700 7.871
454 Area of streams before confluence :
455 1.651 1.224
456 Results of confluence :
457 Total flow rate = 7.871 (CFS )
458 Time of concentration = 6.286 min .
459 Effective stream area after confluence = 2.875 (Ac .) 460 End of computations , total study area = 2.875 (Ac .) 461
462
463
1 2 San Diego County Rational Hydrology Program
3 4 CIVILCADD /CIVILDESIGN Engineering Software ,( c)1991 -2019 Version 9.1 5 6 Rational method hydrology program based on
7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date : 09 /08 /22
9 ------------------------------------------------------------------------ 10 22027 PRE POC3
11 12
13 14 ------------------------------------------------------------------------ 15 ********* Hydrology Study Control Information ********** 16 17 ------------------------------------------------------------------------ 18 19
20 Program License Serial Number 6332
21 22 ------------------------------------------------------------------------ 23 Rational hydrology study storm event year is 100.0 24 English (in -lb ) input data Units used
25 26 Map data precipitation entered :
27 6 hour , precipitation (inches ) = 3.300
28 24 hour precipitation (inches ) = 5.600
29 P6 /P24 = 58.9%
30 San Diego hydrology manual 'C' values used
31 32
33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34 Process from Point /Station 601.000 to Point /Station 602.000 35 **** INITIAL AREA EVALUATION ****
36 ______________________________________________________________________ 37 Decimal fraction soil group A = 0.000
38 Decimal fraction soil group B = 0.000
39 Decimal fraction soil group C = 0.000
40 Decimal fraction soil group D = 1.000
41 [UNDISTURBED NATURAL TERRAIN ]
42 (Permanent Open Space )
43 Impervious value , Ai = 0.000
44 Sub -Area C Value = 0.350
45 Initial subarea total flow distance = 100.000 (Ft .) 46 Highest elevation = 751.000 (Ft .)
47 Lowest elevation = 735.950 (Ft .)
48 Elevation difference = 15.050 (Ft .) Slope = 15.050 % 49 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
50 The maximum overland flow distance is 100.00 (Ft ) 51 for the top area slope value of 15.05 %, in a development type of 52 Permanent Open Space
53 In Accordance With Figure 3-3
54 Initial Area Time of Concentration = 5.47 minutes
55 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 56 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 15.050^ (1/3)]= 5.47 57 Rainfall intensity (I) = 8.207 (In /Hr ) for a 100.0 year storm 58 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 59 Subarea runoff = 0.158 (CFS )
60 Total initial stream area = 0.055 (Ac .)
61 62
63 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 64 Process from Point /Station 602.000 to Point /Station 603.000 65 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
66 ______________________________________________________________________ 67 Estimated mean flow rate at midpoint of channel = 1.016 (CFS ) 68 Depth of flow = 0.414 (Ft .), Average velocity = 5.943 (Ft /s) 69 ******* Irregular Channel Data ***********
70 ----------------------------------------------------------------- 71 Information entered for subchannel number 1 :
72 Point number 'X' coordinate 'Y' coordinate
73 1 0.00 1.00
74 2 1.00 0.00
75 3 2.00 1.00
76 Manning 's 'N' friction factor = 0.030
77 ----------------------------------------------------------------- 78 Sub -Channel flow = 1.016 (CFS )
79 ' ' flow top width = 0.827 (Ft .)
80 ' ' velocity = 5.943 (Ft /s)
81 ' ' area = 0.171 (Sq .Ft )
82 ' ' Froude number = 2.303
83 84 Upstream point elevation = 735.950 (Ft .)
85 Downstream point elevation = 681.000 (Ft .)
86 Flow length = 294.000 (Ft .)
87 Travel time = 0.82 min .
88 Time of concentration = 6.29 min .
89 Depth of flow = 0.414 (Ft .)
90 Average velocity = 5.943 (Ft /s)
91 Total irregular channel flow = 1.016 (CFS )
92 Irregular channel normal depth above invert elev . = 0.414 (Ft .) 93 Average velocity of channel (s) = 5.943 (Ft /s)
94 Adding area flow to channel
95 Rainfall intensity (I) = 7.496 (In /Hr ) for a 100.0 year storm 96 Decimal fraction soil group A = 0.000
97 Decimal fraction soil group B = 0.000
98 Decimal fraction soil group C = 0.000
99 Decimal fraction soil group D = 1.000
100 [UNDISTURBED NATURAL TERRAIN ]
101 (Permanent Open Space )
102 Impervious value , Ai = 0.000
103 Sub -Area C Value = 0.350
104 Rainfall intensity = 7.496 (In /Hr ) for a 100.0 year storm 105 Effective runoff coefficient used for total area
106 (Q=KCIA ) is C = 0.350 CA = 0.239
107 Subarea runoff = 1.631 (CFS ) for 0.627 (Ac .)
108 Total runoff = 1.789 (CFS ) Total area = 0.682 (Ac .) 109 Depth of flow = 0.511 (Ft .), Average velocity = 6.846 (Ft /s) 110
111
112 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 113 Process from Point /Station 604.000 to Point /Station 605.000 114 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
115 ______________________________________________________________________ 116 Depth of flow = 0.459 (Ft .), Average velocity = 8.510 (Ft /s) 117 ******* Irregular Channel Data ***********
118 ----------------------------------------------------------------- 119 Information entered for subchannel number 1 :
120 Point number 'X' coordinate 'Y' coordinate
121 1 0.00 1.00
122 2 1.00 0.00
123 3 2.00 1.00
124 Manning 's 'N' friction factor = 0.030
125 ----------------------------------------------------------------- 126 Sub -Channel flow = 1.789 (CFS )
127 ' ' flow top width = 0.917 (Ft .)
128 ' ' velocity = 8.510 (Ft /s)
129 ' ' area = 0.210 (Sq .Ft )
130 ' ' Froude number = 3.132
131
132 Upstream point elevation = 694.000 (Ft .)
133 Downstream point elevation = 650.260 (Ft .)
134 Flow length = 131.000 (Ft .)
135 Travel time = 0.26 min .
136 Time of concentration = 6.55 min .
137 Depth of flow = 0.459 (Ft .)
138 Average velocity = 8.510 (Ft /s)
139 Total irregular channel flow = 1.789 (CFS )
140 Irregular channel normal depth above invert elev . = 0.459 (Ft .) 141 Average velocity of channel (s) = 8.510 (Ft /s)
142
143
144 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 145 Process from Point /Station 606.000 to Point /Station 607.000 146 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
147 ______________________________________________________________________ 148 Depth of flow = 0.454 (Ft .), Average velocity = 8.696 (Ft /s) 149 ******* Irregular Channel Data ***********
150 ----------------------------------------------------------------- 151 Information entered for subchannel number 1 :
152 Point number 'X' coordinate 'Y' coordinate
153 1 0.00 1.00
154 2 1.00 0.00
155 3 2.00 1.00
156 Manning 's 'N' friction factor = 0.030
157 ----------------------------------------------------------------- 158 Sub -Channel flow = 1.789 (CFS )
159 ' ' flow top width = 0.907 (Ft .)
160 ' ' velocity = 8.696 (Ft /s)
161 ' ' area = 0.206 (Sq .Ft )
162 ' ' Froude number = 3.218
163
164 Upstream point elevation = 680.820 (Ft .)
165 Downstream point elevation = 600.520 (Ft .)
166 Flow length = 227.000 (Ft .)
167 Travel time = 0.44 min .
168 Time of concentration = 6.98 min .
169 Depth of flow = 0.454 (Ft .)
170 Average velocity = 8.696 (Ft /s)
171 Total irregular channel flow = 1.789 (CFS )
172 Irregular channel normal depth above invert elev . = 0.454 (Ft .) 173 Average velocity of channel (s) = 8.696 (Ft /s)
174
175
176 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 177 Process from Point /Station 608.000 to Point /Station 607.000 178 **** SUBAREA FLOW ADDITION ****
179 ______________________________________________________________________ 180 Rainfall intensity (I) = 7.009 (In /Hr ) for a 100.0 year storm 181 Decimal fraction soil group A = 0.000
182 Decimal fraction soil group B = 0.000
183 Decimal fraction soil group C = 0.000
184 Decimal fraction soil group D = 1.000
185 [UNDISTURBED NATURAL TERRAIN ]
186 (Permanent Open Space )
187 Impervious value , Ai = 0.000
188 Sub -Area C Value = 0.350
189 Time of concentration = 6.98 min .
190 Rainfall intensity = 7.009 (In /Hr ) for a 100.0 year storm 191 Effective runoff coefficient used for total area
192 (Q=KCIA ) is C = 0.350 CA = 0.310
193 Subarea runoff = 0.382 (CFS ) for 0.203 (Ac .)
194 Total runoff = 2.171 (CFS ) Total area = 0.885 (Ac .) 195 End of computations , total study area = 0.885 (Ac .) 196
197
198
6b. CivilD Post-Development Calculations
1 2 San Diego County Rational Hydrology Program
3 4 CIVILCADD /CIVILDESIGN Engineering Software ,( c)1991 -2019 Version 9.1 5 6 Rational method hydrology program based on
7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date : 06 /14 /23
9 --------------------------------------------------- --------------------- 10 22027 POST POC1
11 UPDATED
12 13
14 --------------------------------------------------- --------------------- 15 ********* Hydrology Study Control Information ********** 16 17 --------------------------------------------------- --------------------- 18 19
20 Program License Serial Number 6332
21 22 --------------------------------------------------- --------------------- 23 Rational hydrology study storm event year is 100.0 24 English (in -lb ) input data Units used
25 26 Map data precipitation entered :
27 6 hour , precipitation (inches ) = 3.300
28 24 hour precipitation (inches ) = 5.600
29 P6 /P24 = 58.9%
30 San Diego hydrology manual 'C' values used
31 32
33 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 34 Process from Point /Station 101.000 to Point /Station 102.000 35 **** INITIAL AREA EVALUATION ****
36 ______________________________________________________________________ 37 Decimal fraction soil group A = 0.000
38 Decimal fraction soil group B = 0.000
39 Decimal fraction soil group C = 0.000
40 Decimal fraction soil group D = 1.000
41 [INDUSTRIAL area type ]
42 (General Industrial )
43 Impervious value , Ai = 0.950
44 Sub -Area C Value = 0.870
45 Initial subarea total flow distance = 27.000 (Ft .) 46 Highest elevation = 711.850 (Ft .)
47 Lowest elevation = 711.150 (Ft .)
48 Elevation difference = 0.700 (Ft .) Slope = 2.593 % 49 Top of Initial Area Slope adjusted by User to 0.750 % 50 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
51 The maximum overland flow distance is 60.00 (Ft )
52 for the top area slope value of 0.75 %, in a development type of 53 General Industrial
54 In Accordance With Figure 3-3
55 Initial Area Time of Concentration = 3.53 minutes
56 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 57 TC = [1 .8*( 1.1 -0.8700 )*( 60.000^.5 )/( 0.750^ (1/3)]= 3.53 58 Calculated TC of 3.530 minutes is less than 5 minutes , 59 resetting TC to 5.0 minutes for rainfall intensity calculations 60 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 61 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.870 62 Subarea runoff = 0.325 (CFS )
63 Total initial stream area = 0.043 (Ac .)
64 65
66 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 67 Process from Point /Station 102.000 to Point /Station 102.100 68 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
69 ______________________________________________________________________ 70 Estimated mean flow rate at midpoint of channel = 1.589 (CFS ) 71 Depth of flow = 0.877 (Ft .), Average velocity = 1.598 (Ft /s) 72 ******* Irregular Channel Data ***********
73 --------------------------------------------------- -------------- 74 Information entered for subchannel number 1 :
75 Point number 'X' coordinate 'Y' coordinate
76 1 0.00 1.00
77 2 14.00 0.70
78 3 14.50 0.00
79 4 14.50 1.00
80 Manning 's 'N' friction factor = 0.015
81 --------------------------------------------------- -------------- 82 Sub -Channel flow = 1.589 (CFS )
83 ' ' flow top width = 8.758 (Ft .)
84 ' ' velocity = 1.598 (Ft /s)
85 ' ' area = 0.994 (Sq .Ft )
86 ' ' Froude number = 0.836
87 88 Upstream point elevation = 711.150 (Ft .)
89 Downstream point elevation = 709.890 (Ft .)
90 Flow length = 223.000 (Ft .)
91 Travel time = 2.33 min .
92 Time of concentration = 5.85 min .
93 Depth of flow = 0.877 (Ft .)
94 Average velocity = 1.598 (Ft /s)
95 Total irregular channel flow = 1.589 (CFS )
96 Irregular channel normal depth above invert elev . = 0.877 (Ft .) 97 Average velocity of channel (s) = 1.598 (Ft /s)
98 Adding area flow to channel
99 Rainfall intensity (I) = 7.853 (In /Hr ) for a 100.0 year storm 100 Decimal fraction soil group A = 0.000
101 Decimal fraction soil group B = 0.000
102 Decimal fraction soil group C = 0.000
103 Decimal fraction soil group D = 1.000
104 [INDUSTRIAL area type ]
105 (General Industrial )
106 Impervious value , Ai = 0.950
107 Sub -Area C Value = 0.870
108 Rainfall intensity = 7.853 (In /Hr ) for a 100.0 year storm 109 Effective runoff coefficient used for total area
110 (Q=KCIA ) is C = 0.870 CA = 0.353
111 Subarea runoff = 2.449 (CFS ) for 0.363 (Ac .)
112 Total runoff = 2.774 (CFS ) Total area = 0.406 (Ac .) 113 Depth of flow = 0.929 (Ft .), Average velocity = 1.826 (Ft /s) 114
115
116 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 117 Process from Point /Station 102.100 to Point /Station 103.000 118 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
119 ______________________________________________________________________ 120 Estimated mean flow rate at midpoint of channel = 4.012 (CFS ) 121 Depth of flow = 0.944 (Ft .), Average velocity = 2.373 (Ft /s) 122 ******* Irregular Channel Data ***********
123 --------------------------------------------------- -------------- 124 Information entered for subchannel number 1 :
125 Point number 'X' coordinate 'Y' coordinate
126 1 0.00 1.00
127 2 14.00 0.70
128 3 14.50 0.00
129 4 14.50 1.00
130 Manning 's 'N' friction factor = 0.015
131 --------------------------------------------------- -------------- 132 Sub -Channel flow = 4.012 (CFS )
133 ' ' flow top width = 11.903 (Ft .)
134 ' ' velocity = 2.373 (Ft /s)
135 ' ' area = 1.690 (Sq .Ft )
136 ' ' Froude number = 1.110
137
138 Upstream point elevation = 709.890(Ft.)
139 Downstream point elevation = 706.410 (Ft .)
140 Flow length = 391.000 (Ft .)
141 Travel time = 2.75 min .
142 Time of concentration = 8.60 min .
143 Depth of flow = 0.944 (Ft .)
144 Average velocity = 2.373 (Ft /s)
145 Total irregular channel flow = 4.012 (CFS )
146 Irregular channel normal depth above invert elev . = 0.944 (Ft .) 147 Average velocity of channel (s) = 2.373 (Ft /s)
148 Adding area flow to channel
149 Rainfall intensity (I) = 6.128 (In /Hr ) for a 100.0 year storm 150 Decimal fraction soil group A = 0.000
151 Decimal fraction soil group B = 0.000
152 Decimal fraction soil group C = 0.000
153 Decimal fraction soil group D = 1.000
154 [INDUSTRIAL area type ]
155 (General Industrial )
156 Impervious value , Ai = 0.950
157 Sub -Area C Value = 0.870
158 Rainfall intensity = 6.128 (In /Hr ) for a 100.0 year storm 159 Effective runoff coefficient used for total area
160 (Q=KCIA ) is C = 0.870 CA = 0.848
161 Subarea runoff = 2.424 (CFS ) for 0.569 (Ac .)
162 Total runoff = 5.198 (CFS ) Total area = 0.975 (Ac .) 163 Depth of flow = 0.973 (Ft .), Average velocity = 2.530 (Ft /s) 164
165
166 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 167 Process from Point /Station 103.000 to Point /Station 103.000 168 **** CONFLUENCE OF MINOR STREAMS ****
169 ______________________________________________________________________ 170 Along Main Stream number : 1 in normal stream number 1 171 Stream flow area = 0.975 (Ac .)
172 Runoff from this stream = 5.198 (CFS )
173 Time of concentration = 8.60 min .
174 Rainfall intensity = 6.128 (In /Hr )
175
176
177 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 178 Process from Point /Station 201.000 to Point /Station 202.000 179 **** INITIAL AREA EVALUATION ****
180 ______________________________________________________________________ 181 Decimal fraction soil group A = 0.000
182 Decimal fraction soil group B = 0.000
183 Decimal fraction soil group C = 0.000
184 Decimal fraction soil group D = 1.000
185 [INDUSTRIAL area type ]
186 (General Industrial )
187 Impervious value , Ai = 0.950
188 Sub -Area C Value = 0.870
189 Initial subarea total flow distance = 60.000 (Ft .) 190 Highest elevation = 711.570 (Ft .)
191 Lowest elevation = 711.050 (Ft .)
192 Elevation difference = 0.520 (Ft .) Slope = 0.867 % 193 Top of Initial Area Slope adjusted by User to 1.430 % 194 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
195 The maximum overland flow distance is 60.00 (Ft ) 196 for the top area slope value of 1.43 %, in a development type of 197 General Industrial
198 In Accordance With Figure 3-3
199 Initial Area Time of Concentration = 2.85 minutes 200 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 201 TC = [1 .8*( 1.1 -0.8700 )*( 60.000^.5 )/( 1.430^ (1/3)]= 2.85 202 Calculated TC of 2.846 minutes is less than 5 minutes , 203 resetting TC to 5.0 minutes for rainfall intensity calculations 204 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 205 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.870 206 Subarea runoff = 0.530(CFS)
207 Total initial stream area = 0.070(Ac.)
208
209
210 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 211 Process from Point /Station 202.000 to Point /Station 202.100 212 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
213 ______________________________________________________________________ 214 Estimated mean flow rate at midpoint of channel = 4.122 (CFS ) 215 Depth of flow = 1.317 (Ft .), Average velocity = 2.267 (Ft /s) 216 ******* Irregular Channel Data ***********
217 --------------------------------------------------- -------------- 218 Information entered for subchannel number 1 :
219 Point number 'X' coordinate 'Y' coordinate
220 1 0.00 1.50
221 2 14.00 1.00
222 3 14.50 0.00
223 4 14.50 1.50
224 Manning 's 'N' friction factor = 0.015
225 --------------------------------------------------- -------------- 226 Sub -Channel flow = 4.122 (CFS )
227 ' ' flow top width = 9.384 (Ft .)
228 ' ' velocity = 2.267 (Ft /s)
229 ' ' area = 1.818 (Sq .Ft )
230 ' ' Froude number = 0.908
231
232 Upstream point elevation = 711.050 (Ft .)
233 Downstream point elevation = 707.400 (Ft .)
234 Flow length = 608.000 (Ft .)
235 Travel time = 4.47 min .
236 Time of concentration = 7.32 min .
237 Depth of flow = 1.317 (Ft .)
238 Average velocity = 2.267 (Ft /s)
239 Total irregular channel flow = 4.122 (CFS )
240 Irregular channel normal depth above invert elev . = 1.317 (Ft .) 241 Average velocity of channel (s) = 2.267 (Ft /s)
242 Adding area flow to channel
243 Rainfall intensity (I) = 6.802 (In /Hr ) for a 100.0 year storm 244 Decimal fraction soil group A = 0.000
245 Decimal fraction soil group B = 0.000
246 Decimal fraction soil group C = 0.000
247 Decimal fraction soil group D = 1.000
248 [COMMERCIAL area type ]
249 (Office Professional )
250 Impervious value , Ai = 0.900
251 Sub -Area C Value = 0.850
252 Rainfall intensity = 6.802 (In /Hr ) for a 100.0 year storm 253 Effective runoff coefficient used for total area
254 (Q=KCIA ) is C = 0.851 CA = 1.126
255 Subarea runoff = 7.129 (CFS ) for 1.253 (Ac .)
256 Total runoff = 7.659 (CFS ) Total area = 1.323 (Ac .) 257 Depth of flow = 1.416 (Ft .), Average velocity = 2.653 (Ft /s) 258
259
260 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 261 Process from Point /Station 202.100 to Point /Station 103.000 262 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 263 ______________________________________________________________________ 264 Upstream point /station elevation = 704.400 (Ft .) 265 Downstream point /station elevation = 695.330 (Ft .) 266 Pipe length = 17.00 (Ft .) Slope = 0.5335 Manning 's N = 0.013 267 No . of pipes = 1 Required pipe flow = 7.659 (CFS ) 268 Given pipe size = 18.00 (In .)
269 Calculated individual pipe flow = 7.659 (CFS )
270 Normal flow depth in pipe = 3.84 (In .)
271 Flow top width inside pipe = 14.75 (In .)
272 Critical Depth = 12.87 (In .)
273 Pipe flow velocity = 27.75 (Ft /s)
274 Travel time through pipe = 0.01 min .
275 Time of concentration (TC) = 7.33 min.
276
277
278 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 279 Process from Point /Station 103.000 to Point /Station 103.000 280 **** CONFLUENCE OF MINOR STREAMS ****
281 ______________________________________________________________________ 282 Along Main Stream number : 1 in normal stream number 2 283 Stream flow area = 1.323 (Ac .)
284 Runoff from this stream = 7.659 (CFS )
285 Time of concentration = 7.33 min .
286 Rainfall intensity = 6.796 (In /Hr )
287 Summary of stream data :
288
289 Stream Flow rate TC Rainfall Intensity
290 No . ( CFS ) ( min ) ( In /Hr )
291
292
293 1 5.198 8.60 6.128
294 2 7.659 7.33 6.796
295 Qmax (1) =
296 1.000 * 1.000 * 5.198 ) +
297 0.902 * 1.000 * 7.659 ) + = 12.104
298 Qmax (2) =
299 1.000 * 0.852 * 5.198 ) +
300 1.000 * 1.000 * 7.659 ) + = 12.086
301
302 Total of 2 streams to confluence :
303 Flow rates before confluence point :
304 5.198 7.659
305 Maximum flow rates at confluence using above data :
306 12.104 12.086
307 Area of streams before confluence :
308 0.975 1.323
309 Results of confluence :
310 Total flow rate = 12.104 (CFS )
311 Time of concentration = 8.601 min .
312 Effective stream area after confluence = 2.298 (Ac .) 313
314
315 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 316 Process from Point /Station 103.000 to Point /Station 103.000 317 **** 6 HOUR HYDROGRAPH ****
318 ______________________________________________________________________ 319 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++ 320 Hydrograph Data - Section 6, San Diego County Hydrology manual , June 2003 321
322
323 Time of Concentration = 8.60
324 Basin Area = 2.30 Acres
325 6 Hour Rainfall = 3.300 Inches
326 Runoff Coefficient = 0.859
327 Peak Discharge = 12.10 CFS
328 Time (Min ) Discharge (CFS )
329 0 0.000
330 8 0.389
331 16 0.395
332 24 0.407
333 32 0.413
334 40 0.427
335 48 0.434
336 56 0.450
337 64 0.458
338 72 0.477
339 80 0.486
340 88 0.507
341 96 0.519
342 104 0.544
343 112 0.557
344 120 0.587
345 128 0.604
346 136 0.641
347 144 0.663
348 152 0.710
349 160 0.738
350 168 0.802
351 176 0.840
352 184 0.932
353 192 0.988
354 200 1.132
355 208 1.228
356 216 1.501
357 224 1.709
358 232 2.510
359 240 3.536
360 248 12.104
361 256 2.013
362 264 1.347
363 272 1.054
364 280 0.883
365 288 0.768
366 296 0.685
367 304 0.622
368 312 0.572
369 320 0.531
370 328 0.496
371 336 0.467
372 344 0.442
373 352 0.420
374 360 0.401
375 368 0.384
376 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++ 377 6 - H O U R S T O R M
378 R u n o f f H y d r o g r a p h
379 --------------------------------------------------- ----------------- 380 Hydrograph in 1 Minute intervals (( CFS ))
381
382 --------------------------------------------------- ----------------- 383 Time (h+m) Volume Ac .Ft Q (CFS ) 0 3.0 6.1 9.1 12.1 384 --------------------------------------------------- -------------------- 385 0+ 0 0.0000 0.00 Q | | | |
386 0+ 1 0.0001 0.05 Q | | | |
387 0+ 2 0.0002 0.10 Q | | | |
388 0+ 3 0.0004 0.15 Q | | | |
389 0+ 4 0.0007 0.19 Q | | | |
390 0+ 5 0.0010 0.24 Q | | | |
391 0+ 6 0.0014 0.29 Q | | | |
392 0+ 7 0.0019 0.34 VQ | | | |
393 0+ 8 0.0024 0.39 VQ | | | |
394 0+ 9 0.0029 0.39 VQ | | | |
395 0+10 0.0035 0.39 VQ | | | |
396 0+11 0.0040 0.39 VQ | | | |
397 0+12 0.0046 0.39 VQ | | | |
398 0+13 0.0051 0.39 VQ | | | |
399 0+14 0.0056 0.39 VQ | | | |
400 0+15 0.0062 0.39 VQ | | | |
401 0+16 0.0067 0.39 VQ | | | |
402 0+17 0.0073 0.40 VQ | | | |
403 0+18 0.0078 0.40 VQ | | | |
404 0+19 0.0084 0.40 VQ | | | |
405 0+20 0.0089 0.40 VQ | | | |
406 0+21 0.0095 0.40 VQ | | | |
407 0+22 0.0100 0.40 VQ | | | |
408 0+23 0.0106 0.41 VQ | | | |
409 0+24 0.0112 0.41 VQ | | | |
410 0+25 0.0117 0.41 VQ | | | |
411 0+26 0.0123 0.41 VQ | | | |
412 0+27 0.0128 0.41 VQ | | | |
413 0+28 0.0134 0.41 |Q | | | |
414 0+29 0.0140 0.41 |Q | | | |
415 0+30 0.0145 0.41 |Q | | | |
416 0+31 0.0151 0.41 |Q | | | |
417 0+32 0.0157 0.41 |Q | | | |
418 0+33 0.0163 0.42 |Q | | | |
419 0+34 0.0168 0.42 |Q | | | |
420 0+35 0.0174 0.42 |Q | | | |
421 0+36 0.0180 0.42 |Q | | | |
422 0+37 0.0186 0.42 |Q | | | |
423 0+38 0.0192 0.42 |Q | | | |
424 0+39 0.0197 0.43 |Q | | | |
425 0+40 0.0203 0.43 |Q | | | |
426 0+41 0.0209 0.43 |Q | | | |
427 0+42 0.0215 0.43 |Q | | | |
428 0+43 0.0221 0.43 |Q | | | |
429 0+44 0.0227 0.43 |Q | | | |
430 0+45 0.0233 0.43 |Q | | | |
431 0+46 0.0239 0.43 |Q | | | |
432 0+47 0.0245 0.43 |Q | | | |
433 0+48 0.0251 0.43 |Q | | | |
434 0+49 0.0257 0.44 |Q | | | |
435 0+50 0.0263 0.44 |Q | | | |
436 0+51 0.0269 0.44 |QV | | | |
437 0+52 0.0275 0.44 |QV | | | |
438 0+53 0.0281 0.44 |QV | | | |
439 0+54 0.0287 0.45 |QV | | | |
440 0+55 0.0293 0.45 |QV | | | |
441 0+56 0.0300 0.45 |QV | | | |
442 0+57 0.0306 0.45 |QV | | | |
443 0+58 0.0312 0.45 |QV | | | |
444 0+59 0.0318 0.45 |QV | | | |
445 1+ 0 0.0325 0.45 |QV | | | |
446 1+ 1 0.0331 0.46 |QV | | | |
447 1+ 2 0.0337 0.46 |QV | | | |
448 1+ 3 0.0343 0.46 |QV | | | |
449 1+ 4 0.0350 0.46 |QV | | | |
450 1+ 5 0.0356 0.46 |QV | | | |
451 1+ 6 0.0362 0.46 |QV | | | |
452 1+ 7 0.0369 0.47 |QV | | | |
453 1+ 8 0.0375 0.47 |QV | | | |
454 1+ 9 0.0382 0.47 |QV | | | |
455 1+10 0.0388 0.47 |QV | | | |
456 1+11 0.0395 0.47 |QV | | | |
457 1+12 0.0401 0.48 |QV | | | |
458 1+13 0.0408 0.48 |Q V | | | |
459 1+14 0.0415 0.48 |Q V | | | |
460 1+15 0.0421 0.48 |Q V | | | |
461 1+16 0.0428 0.48 |Q V | | | |
462 1+17 0.0434 0.48 |Q V | | | |
463 1+18 0.0441 0.48 |Q V | | | |
464 1+19 0.0448 0.48 |Q V | | | |
465 1+20 0.0455 0.49 |Q V | | | |
466 1+21 0.0461 0.49 |Q V | | | |
467 1+22 0.0468 0.49 |Q V | | | |
468 1+23 0.0475 0.49 |Q V | | | |
469 1+24 0.0482 0.50 |Q V | | | |
470 1+25 0.0489 0.50 |Q V | | | |
471 1+26 0.0495 0.50 |Q V | | | |
472 1+27 0.0502 0.50 |Q V | | | |
473 1+28 0.0509 0.51 |Q V | | | |
474 1+29 0.0516 0.51 |Q V | | | |
475 1+30 0.0523 0.51 |Q V | | | |
476 1+31 0.0530 0.51 |Q V | | | |
477 1+32 0.0538 0.51 |Q V | | | |
478 1+33 0.0545 0.51 |Q V | | | |
479 1+34 0.0552 0.52 |Q V | | | |
480 1+35 0.0559 0.52 |Q V | | | |
481 1+36 0.0566 0.52 |Q V | | | |
482 1+37 0.0573 0.52 |Q V | | | |
483 1+38 0.0580 0.52 |Q V | | | |
484 1+39 0.0588 0.53 |Q V | | | |
485 1+40 0.0595 0.53 |Q V | | | |
486 1+41 0.0602 0.53 |Q V | | | |
487 1+42 0.0610 0.54 |Q V | | | |
488 1+43 0.0617 0.54 |Q V | | | |
489 1+44 0.0625 0.54 |Q V | | | |
490 1+45 0.0632 0.55 |Q V | | | |
491 1+46 0.0640 0.55 |Q V | | | |
492 1+47 0.0647 0.55 |Q V | | | |
493 1+48 0.0655 0.55 |Q V | | | |
494 1+49 0.0662 0.55 |Q V | | | |
495 1+50 0.0670 0.55 |Q V | | | |
496 1+51 0.0678 0.56 |Q V | | | |
497 1+52 0.0685 0.56 |Q V | | | |
498 1+53 0.0693 0.56 |Q V | | | |
499 1+54 0.0701 0.56 |Q V | | | |
500 1+55 0.0709 0.57 |Q V | | | |
501 1+56 0.0717 0.57 |Q V | | | |
502 1+57 0.0725 0.58 |Q V | | | |
503 1+58 0.0733 0.58 |Q V | | | |
504 1+59 0.0741 0.58 |Q V | | | |
505 2+ 0 0.0749 0.59 |Q V | | | |
506 2+ 1 0.0757 0.59 |Q V | | | |
507 2+ 2 0.0765 0.59 |Q V | | | |
508 2+ 3 0.0773 0.59 |Q V | | | |
509 2+ 4 0.0781 0.60 |Q V | | | |
510 2+ 5 0.0790 0.60 |Q V | | | |
511 2+ 6 0.0798 0.60 |Q V | | | |
512 2+ 7 0.0806 0.60 |Q V | | | |
513 2+ 8 0.0814 0.60 |Q V | | | |
514 2+ 9 0.0823 0.61 | Q V | | | |
515 2+10 0.0831 0.61 | Q V | | | |
516 2+11 0.0840 0.62 | Q V | | | |
517 2+12 0.0848 0.62 | Q V | | | |
518 2+13 0.0857 0.63 | Q V | | | |
519 2+14 0.0866 0.63 | Q V | | | |
520 2+15 0.0874 0.64 | Q V | | | |
521 2+16 0.0883 0.64 | Q V | | | |
522 2+17 0.0892 0.64 | Q V | | | |
523 2+18 0.0901 0.65 | Q V | | | |
524 2+19 0.0910 0.65 | Q V | | | |
525 2+20 0.0919 0.65 | Q V | | | |
526 2+21 0.0928 0.65 | Q V | | | |
527 2+22 0.0937 0.66 | Q V | | | |
528 2+23 0.0946 0.66 | Q V | | | |
529 2+24 0.0955 0.66 | Q V | | | |
530 2+25 0.0965 0.67 | Q V | | | |
531 2+26 0.0974 0.67 | Q V | | | |
532 2+27 0.0983 0.68 | Q V | | | |
533 2+28 0.0993 0.69 | Q V | | | |
534 2+29 0.1002 0.69 | Q V | | | |
535 2+30 0.1012 0.70 | Q V | | | |
536 2+31 0.1022 0.70 | Q V | | | |
537 2+32 0.1031 0.71 | Q V | | | |
538 2+33 0.1041 0.71 | Q V | | | |
539 2+34 0.1051 0.72 | Q V | | | |
540 2+35 0.1061 0.72 | Q V | | | |
541 2+36 0.1071 0.72 | Q V | | | |
542 2+37 0.1081 0.73 | Q V | | | |
543 2+38 0.1091 0.73 | Q V | | | |
544 2+39 0.1101 0.73 | Q V | | | |
545 2+40 0.1111 0.74 | Q V | | | |
546 2+41 0.1122 0.75 | Q V | | | |
547 2+42 0.1132 0.75 | Q V | | | |
548 2+43 0.1142 0.76 | Q V | | | |
549 2+44 0.1153 0.77 | Q V | | | |
550 2+45 0.1164 0.78 | Q V | | | |
551 2+46 0.1175 0.79 | Q V | | | |
552 2+47 0.1186 0.79 | Q V | | | |
553 2+48 0.1197 0.80 | Q V | | | |
554 2+49 0.1208 0.81 | Q V | | | |
555 2+50 0.1219 0.81 | Q V | | | |
556 2+51 0.1230 0.82 | Q V | | | |
557 2+52 0.1241 0.82 | Q V | | | |
558 2+53 0.1253 0.83 | Q V | | | |
559 2+54 0.1264 0.83 | Q V | | | |
560 2+55 0.1276 0.84 | Q V | | | |
561 2+56 0.1287 0.84 | Q V | | | |
562 2+57 0.1299 0.85 | Q V | | | |
563 2+58 0.1311 0.86 | Q V | | | |
564 2+59 0.1323 0.87 | Q V | | | |
565 3+ 0 0.1335 0.89 | Q V | | | |
566 3+ 1 0.1348 0.90 | Q V | | |
567 3+ 2 0.1360 0.91 | Q V | | |
568 3+ 3 0.1373 0.92 | Q V | | |
569 3+ 4 0.1386 0.93 | Q V | | |
570 3+ 5 0.1398 0.94 | Q V | | |
571 3+ 6 0.1411 0.95 | Q V | | |
572 3+ 7 0.1425 0.95 | Q V | | |
573 3+ 8 0.1438 0.96 | Q V | | |
574 3+ 9 0.1451 0.97 | Q V | | |
575 3+10 0.1465 0.97 | Q V | | |
576 3+11 0.1478 0.98 | Q |V | | |
577 3+12 0.1492 0.99 | Q |V | | |
578 3+13 0.1506 1.01 | Q |V | | |
579 3+14 0.1520 1.02 | Q |V | | |
580 3+15 0.1534 1.04 | Q |V | | |
581 3+16 0.1549 1.06 | Q |V | | |
582 3+17 0.1563 1.08 | Q |V | | |
583 3+18 0.1579 1.10 | Q |V | | |
584 3+19 0.1594 1.11 | Q |V | | |
585 3+20 0.1609 1.13 | Q | V | | |
586 3+21 0.1625 1.14 | Q | V | | |
587 3+22 0.1641 1.16 | Q | V | | |
588 3+23 0.1657 1.17 | Q | V | | |
589 3+24 0.1674 1.18 | Q | V | | |
590 3+25 0.1690 1.19 | Q | V | | |
591 3+26 0.1707 1.20 | Q | V | | |
592 3+27 0.1723 1.22 | Q | V | | |
593 3+28 0.1740 1.23 | Q | V | | |
594 3+29 0.1758 1.26 | Q | V | | |
595 3+30 0.1775 1.30 | Q | V | | |
596 3+31 0.1794 1.33 | Q | V | | |
597 3+32 0.1813 1.36 | Q | V | | |
598 3+33 0.1832 1.40 | Q | V | | |
599 3+34 0.1852 1.43 | Q | V | | |
600 3+35 0.1872 1.47 | Q | V | | |
601 3+36 0.1892 1.50 | Q | V | | |
602 3+37 0.1913 1.53 | Q | V | | |
603 3+38 0.1935 1.55 | Q | V | | |
604 3+39 0.1957 1.58 | Q | V | | |
605 3+40 0.1979 1.61 | Q | V | | |
606 3+41 0.2001 1.63 | Q | V | | |
607 3+42 0.2024 1.66 | Q | V | | |
608 3+43 0.2047 1.68 | Q | V | | |
609 3+44 0.2071 1.71 | Q | V | | |
610 3+45 0.2096 1.81 | Q | V | | |
611 3+46 0.2122 1.91 | Q | V | | |
612 3+47 0.2150 2.01 | Q | V | | |
613 3+48 0.2179 2.11 | Q | V | | |
614 3+49 0.2209 2.21 | Q | V | | |
615 3+50 0.2241 2.31 | Q | V | | |
616 3+51 0.2274 2.41 | Q | V | | |
617 3+52 0.2309 2.51 | Q | V | | |
618 3+53 0.2345 2.64 | Q | V | | |
619 3+54 0.2383 2.77 | Q| V | | |
620 3+55 0.2423 2.89 | Q| V | | |
621 3+56 0.2465 3.02 | Q| V | | |
622 3+57 0.2508 3.15 | Q V | | |
623 3+58 0.2553 3.28 | Q V | | |
624 3+59 0.2600 3.41 | | Q V | | |
625 4+ 0 0.2649 3.54 | | Q V | | |
626 4+ 1 0.2712 4.61 | | Q V | |
627 4+ 2 0.2791 5.68 | | Q V | |
628 4+ 3 0.2884 6.75 | | | VQ | |
629 4+ 4 0.2991 7.82 | | | V Q | |
630 4+ 5 0.3114 8.89 | | | V Q | |
631 4+ 6 0.3251 9.96 | | | V | Q |
632 4+ 7 0.3403 11.03 | | | V | Q |
633 4+ 8 0.3570 12.10 | | | V | Q
634 4+ 9 0.3719 10.84 | | | V | Q |
635 4+10 0.3851 9.58 | | | V |Q |
636 4+11 0.3966 8.32 | | | Q V| |
637 4+12 0.4063 7.06 | | | Q V |
638 4+13 0.4143 5.80 | | Q| V |
639 4+14 0.4205 4.54 | | Q | | V |
640 4+15 0.4250 3.27 | Q | | V |
641 4+16 0.4278 2.01 | Q | | | V |
642 4+17 0.4305 1.93 | Q | | | V |
643 4+18 0.4330 1.85 | Q | | | V |
644 4+19 0.4354 1.76 | Q | | | V |
645 4+20 0.4377 1.68 | Q | | | V |
646 4+21 0.4399 1.60 | Q | | | V |
647 4+22 0.4420 1.51 | Q | | | V |
648 4+23 0.4440 1.43 | Q | | | V |
649 4+24 0.4458 1.35 | Q | | | V |
650 4+25 0.4477 1.31 | Q | | | V |
651 4+26 0.4494 1.27 | Q | | | V |
652 4+27 0.4511 1.24 | Q | | | V |
653 4+28 0.4528 1.20 | Q | | | V |
654 4+29 0.4544 1.16 | Q | | | V |
655 4+30 0.4559 1.13 | Q | | | V |
656 4+31 0.4574 1.09 | Q | | | V |
657 4+32 0.4589 1.05 | Q | | | V |
658 4+33 0.4603 1.03 | Q | | | V |
659 4+34 0.4617 1.01 | Q | | | V |
660 4+35 0.4631 0.99 | Q | | | V |
661 4+36 0.4644 0.97 | Q | | | V |
662 4+37 0.4657 0.95 | Q | | | V |
663 4+38 0.4670 0.93 | Q | | | V |
664 4+39 0.4682 0.90 | Q | | | V |
665 4+40 0.4694 0.88 | Q | | | V |
666 4+41 0.4706 0.87 | Q | | | V |
667 4+42 0.4718 0.85 | Q | | | V |
668 4+43 0.4730 0.84 | Q | | | V |
669 4+44 0.4741 0.83 | Q | | | V |
670 4+45 0.4752 0.81 | Q | | | V |
671 4+46 0.4763 0.80 | Q | | | V |
672 4+47 0.4774 0.78 | Q | | | V |
673 4+48 0.4784 0.77 | Q | | | V |
674 4+49 0.4795 0.76 | Q | | | V |
675 4+50 0.4805 0.75 | Q | | | V |
676 4+51 0.4815 0.74 | Q | | | V |
677 4+52 0.4825 0.73 | Q | | | V |
678 4+53 0.4835 0.72 | Q | | | V |
679 4+54 0.4845 0.71 | Q | | | V |
680 4+55 0.4855 0.70 | Q | | | V |
681 4+56 0.4864 0.69 | Q | | | V |
682 4+57 0.4873 0.68 | Q | | | V |
683 4+58 0.4883 0.67 | Q | | | V |
684 4+59 0.4892 0.66 | Q | | | V |
685 5+ 0 0.4901 0.65 | Q | | | V |
686 5+ 1 0.4910 0.65 | Q | | | V |
687 5+ 2 0.4918 0.64 | Q | | | V |
688 5+ 3 0.4927 0.63 | Q | | | V |
689 5+ 4 0.4936 0.62 | Q | | | V |
690 5+ 5 0.4944 0.62 | Q | | | V |
691 5+ 6 0.4952 0.61 | Q | | | V |
692 5+ 7 0.4961 0.60 |Q | | | V |
693 5+ 8 0.4969 0.60 |Q | | | V |
694 5+ 9 0.4977 0.59 |Q | | | V |
695 5+10 0.4985 0.58 |Q | | | V |
696 5+11 0.4993 0.58 |Q | | | V |
697 5+12 0.5001 0.57 |Q | | | V |
698 5+13 0.5009 0.57 |Q | | | V |
699 5+14 0.5017 0.56 |Q | | | V |
700 5+15 0.5024 0.56 |Q | | | V |
701 5+16 0.5032 0.55 |Q | | | V |
702 5+17 0.5039 0.55 |Q | | | V |
703 5+18 0.5047 0.54 |Q | | | V |
704 5+19 0.5054 0.54 |Q | | | V |
705 5+20 0.5061 0.53 |Q | | | V |
706 5+21 0.5069 0.53 |Q | | | V |
707 5+22 0.5076 0.52 |Q | | | V |
708 5+23 0.5083 0.52 |Q | | | V |
709 5+24 0.5090 0.51 |Q | | | V |
710 5+25 0.5097 0.51 |Q | | | V |
711 5+26 0.5104 0.51 |Q | | | V |
712 5+27 0.5111 0.50 |Q | | | V |
713 5+28 0.5118 0.50 |Q | | | V |
714 5+29 0.5125 0.49 |Q | | | V |
715 5+30 0.5131 0.49 |Q | | | V |
716 5+31 0.5138 0.49 |Q | | | V |
717 5+32 0.5145 0.48 |Q | | | V |
718 5+33 0.5151 0.48 |Q | | | V |
719 5+34 0.5158 0.47 |Q | | | V |
720 5+35 0.5164 0.47 |Q | | | V |
721 5+36 0.5171 0.47 |Q | | | V |
722 5+37 0.5177 0.46 |Q | | | V |
723 5+38 0.5183 0.46 |Q | | | V |
724 5+39 0.5190 0.46 |Q | | | V |
725 5+40 0.5196 0.45 |Q | | | V |
726 5+41 0.5202 0.45 |Q | | | V |
727 5+42 0.5208 0.45 |Q | | | V |
728 5+43 0.5215 0.45 |Q | | | V |
729 5+44 0.5221 0.44 |Q | | | V |
730 5+45 0.5227 0.44 |Q | | | V|
731 5+46 0.5233 0.44 |Q | | | V|
732 5+47 0.5239 0.43 |Q | | | V|
733 5+48 0.5245 0.43 |Q | | | V|
734 5+49 0.5251 0.43 |Q | | | V|
735 5+50 0.5256 0.43 |Q | | | V|
736 5+51 0.5262 0.42 |Q | | | V|
737 5+52 0.5268 0.42 |Q | | | V|
738 5+53 0.5274 0.42 |Q | | | V|
739 5+54 0.5279 0.42 |Q | | | V|
740 5+55 0.5285 0.41 |Q | | | V|
741 5+56 0.5291 0.41 |Q | | | V|
742 5+57 0.5296 0.41 |Q | | | V|
743 5+58 0.5302 0.41 |Q | | | V|
744 5+59 0.5308 0.40 |Q | | | V|
745 6+ 0 0.5313 0.40 |Q | | | V|
746 6+ 1 0.5319 0.40 |Q | | | V|
747 6+ 2 0.5324 0.40 |Q | | | V|
748 6+ 3 0.5329 0.39 |Q | | | V|
749 6+ 4 0.5335 0.39 |Q | | | V|
750 6+ 5 0.5340 0.39 |Q | | | V|
751 6+ 6 0.5346 0.39 |Q | | | V|
752 6+ 7 0.5351 0.39 |Q | | | V|
753 6+ 8 0.5356 0.38 |Q | | | V
754 --------------------------------------------------- -------------------- 755
756
757
758
759
760
761 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 762 Process from Point /Station 103.000 to Point /Station 104.000 763 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 764 ______________________________________________________________________ 765 Upstream point /station elevation = 695.330 (Ft .) 766 Downstream point /station elevation = 693.410 (Ft .) 767 Pipe length = 105.00 (Ft .) Slope = 0.0183 Manning 's N = 0.013 768 No . of pipes = 1 Required pipe flow = 12.104 (CFS ) 769 Given pipe size = 48.00 (In .)
770 Calculated individual pipe flow = 12.104 (CFS )
771 Normal flow depth in pipe = 8.12 (In .)
772 Flow top width inside pipe = 35.99 (In .)
773 Critical Depth = 12.19 (In .)
774 Pipe flow velocity = 8.60 (Ft /s)
775 Travel time through pipe = 0.20 min .
776 Time of concentration (TC ) = 8.80 min .
777
778
779 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 780 Process from Point /Station 104.000 to Point /Station 104.000 781 **** SUBAREA FLOW ADDITION ****
782 ______________________________________________________________________ 783 Rainfall intensity (I) = 6.036 (In /Hr ) for a 100.0 year storm 784 Decimal fraction soil group A = 0.000
785 Decimal fraction soil group B = 0.000
786 Decimal fraction soil group C = 0.000
787 Decimal fraction soil group D = 1.000
788 [UNDISTURBED NATURAL TERRAIN ]
789 (Permanent Open Space )
790 Impervious value , Ai = 0.000
791 Sub -Area C Value = 0.350
792 Time of concentration = 8.80 min .
793 Rainfall intensity = 6.036 (In /Hr ) for a 100.0 year storm 794 Effective runoff coefficient used for total area
795 (Q=KCIA ) is C = 0.807 CA = 2.065
796 Subarea runoff = 0.362 (CFS ) for 0.260 (Ac .)
797 Total runoff = 12.466 (CFS ) Total area = 2.558 (Ac .) 798
799
800 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 801 Process from Point /Station 104.000 to Point /Station 104.000 802 **** SUBAREA FLOW ADDITION ****
803 ______________________________________________________________________ 804 Rainfall intensity (I) = 6.036 (In /Hr ) for a 100.0 year storm 805 Decimal fraction soil group A = 0.000
806 Decimal fraction soil group B = 0.000
807 Decimal fraction soil group C = 0.000
808 Decimal fraction soil group D = 1.000
809 [HIGH DENSITY RESIDENTIAL ]
810 (43.0 DU /A or Less )
811 Impervious value , Ai = 0.800
812 Sub -Area C Value = 0.790
813 Time of concentration = 8.80 min .
814 Rainfall intensity = 6.036 (In /Hr ) for a 100.0 year storm 815 Effective runoff coefficient used for total area
816 (Q=KCIA ) is C = 0.806 CA = 2.290
817 Subarea runoff = 1.354 (CFS ) for 0.284 (Ac .)
818 Total runoff = 13.820 (CFS ) Total area = 2.842 (Ac .) 819
820
821 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 822 Process from Point /Station 104.000 to Point /Station 104.000 823 **** 6 HOUR HYDROGRAPH ****
824 ______________________________________________________________________ 825 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++ 826 Hydrograph Data - Section 6, San Diego County Hydrology manual , June 2003 827
828
829 Time of Concentration = 8.80
830 Basin Area = 2.84 Acres
831 6 Hour Rainfall = 3.300 Inches
832 Runoff Coefficient = 0.806
833 Peak Discharge = 13.82 CFS
834 Time (Min ) Discharge (CFS )
835 0 0.000
836 8 0.451
837 16 0.458
838 24 0.472
839 32 0.479
840 40 0.495
841 48 0.504
842 56 0.522
843 64 0.532
844 72 0.553
845 80 0.564
846 88 0.588
847 96 0.601
848 104 0.630
849 112 0.646
850 120 0.681
851 128 0.701
852 136 0.744
853 144 0.768
854 152 0.824
855 160 0.856
856 168 0.930
857 176 0.974
858 184 1.080
859 192 1.146
860 200 1.313
861 208 1.424
862 216 1.741
863 224 1.982
864 232 2.911
865 240 4.101
866 248 13.820
867 256 2.335
868 264 1.562
869 272 1.222
870 280 1.024
871 288 0.891
872 296 0.795
873 304 0.721
874 312 0.663
875 320 0.616
876 328 0.576
877 336 0.542
878 344 0.513
879 352 0.487
880 360 0.465
881 368 0.445
882 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++ 883 6 - H O U R S T O R M
884 R u n o f f H y d r o g r a p h
885 --------------------------------------------------- ----------------- 886 Hydrograph in 1 Minute intervals (( CFS ))
887
888 --------------------------------------------------- ----------------- 889 Time (h+m) Volume Ac .Ft Q (CFS ) 0 3.5 6.9 10.4 13.8 890 --------------------------------------------------- -------------------- 891 0+ 0 0.0000 0.00 Q | | | |
892 0+ 1 0.0001 0.06 Q | | | |
893 0+ 2 0.0002 0.11 Q | | | |
894 0+ 3 0.0005 0.17 Q | | | |
895 0+ 4 0.0008 0.23 Q | | | |
896 0+ 5 0.0012 0.28 Q | | | |
897 0+ 6 0.0016 0.34 Q | | | |
898 0+ 7 0.0022 0.39 VQ | | | |
899 0+ 8 0.0028 0.45 VQ | | | |
900 0+ 9 0.0034 0.45 VQ | | | |
901 0+10 0.0040 0.45 VQ | | | |
902 0+11 0.0047 0.45 VQ | | | |
903 0+12 0.0053 0.45 VQ | | | |
904 0+13 0.0059 0.46 VQ | | | |
905 0+14 0.0066 0.46 VQ | | | |
906 0+15 0.0072 0.46 VQ | | | |
907 0+16 0.0078 0.46 VQ | | | |
908 0+17 0.0084 0.46 VQ | | | |
909 0+18 0.0091 0.46 VQ | | | |
910 0+19 0.0097 0.46 VQ | | | |
911 0+20 0.0104 0.46 VQ | | | |
912 0+21 0.0110 0.47 VQ | | | |
913 0+22 0.0116 0.47 VQ | | | |
914 0+23 0.0123 0.47 VQ | | | |
915 0+24 0.0129 0.47 VQ | | | |
916 0+25 0.0136 0.47 VQ | | | |
917 0+26 0.0142 0.47 VQ | | | |
918 0+27 0.0149 0.47 VQ | | | |
919 0+28 0.0156 0.48 |Q | | | |
920 0+29 0.0162 0.48 |Q | | | |
921 0+30 0.0169 0.48 |Q | | | |
922 0+31 0.0175 0.48 |Q | | | |
923 0+32 0.0182 0.48 |Q | | | |
924 0+33 0.0189 0.48 |Q | | | |
925 0+34 0.0195 0.48 |Q | | | |
926 0+35 0.0202 0.49 |Q | | | |
927 0+36 0.0209 0.49 |Q | | | |
928 0+37 0.0215 0.49 |Q | | | |
929 0+38 0.0222 0.49 |Q | | | |
930 0+39 0.0229 0.49 |Q | | | |
931 0+40 0.0236 0.50 |Q | | | |
932 0+41 0.0243 0.50 |Q | | | |
933 0+42 0.0249 0.50 |Q | | | |
934 0+43 0.0256 0.50 |Q | | | |
935 0+44 0.0263 0.50 |Q | | | |
936 0+45 0.0270 0.50 |Q | | | |
937 0+46 0.0277 0.50 |Q | | | |
938 0+47 0.0284 0.50 |Q | | | |
939 0+48 0.0291 0.50 |Q | | | |
940 0+49 0.0298 0.51 |Q | | | |
941 0+50 0.0305 0.51 |Q | | | |
942 0+51 0.0312 0.51 |QV | | | |
943 0+52 0.0319 0.51 |QV | | | |
944 0+53 0.0326 0.52 |QV | | | |
945 0+54 0.0333 0.52 |QV | | | |
946 0+55 0.0340 0.52 |QV | | | |
947 0+56 0.0347 0.52 |QV | | | |
948 0+57 0.0355 0.52 |QV | | | |
949 0+58 0.0362 0.52 |QV | | | |
950 0+59 0.0369 0.53 |QV | | | |
951 1+ 0 0.0376 0.53 |QV | | | |
952 1+ 1 0.0384 0.53 |QV | | | |
953 1+ 2 0.0391 0.53 |QV | | | |
954 1+ 3 0.0398 0.53 |QV | | | |
955 1+ 4 0.0406 0.53 |QV | | | |
956 1+ 5 0.0413 0.53 |QV | | | |
957 1+ 6 0.0420 0.54 |QV | | | |
958 1+ 7 0.0428 0.54 |QV | | | |
959 1+ 8 0.0435 0.54 |QV | | | |
960 1+ 9 0.0443 0.54 |QV | | | |
961 1+10 0.0450 0.55 |QV | | | |
962 1+11 0.0458 0.55 |QV | | | |
963 1+12 0.0466 0.55 |Q V | | | |
964 1+13 0.0473 0.55 |Q V | | | |
965 1+14 0.0481 0.56 |Q V | | | |
966 1+15 0.0488 0.56 |Q V | | | |
967 1+16 0.0496 0.56 |Q V | | | |
968 1+17 0.0504 0.56 |Q V | | | |
969 1+18 0.0512 0.56 |Q V | | | |
970 1+19 0.0519 0.56 |Q V | | | |
971 1+20 0.0527 0.56 |Q V | | | |
972 1+21 0.0535 0.57 |Q V | | | |
973 1+22 0.0543 0.57 |Q V | | | |
974 1+23 0.0551 0.57 |Q V | | | |
975 1+24 0.0559 0.58 |Q V | | | |
976 1+25 0.0567 0.58 |Q V | | | |
977 1+26 0.0575 0.58 |Q V | | | |
978 1+27 0.0583 0.59 |Q V | | | |
979 1+28 0.0591 0.59 |Q V | | | |
980 1+29 0.0599 0.59 |Q V | | | |
981 1+30 0.0607 0.59 |Q V | | | |
982 1+31 0.0615 0.59 |Q V | | | |
983 1+32 0.0623 0.59 |Q V | | | |
984 1+33 0.0632 0.60 |Q V | | | |
985 1+34 0.0640 0.60 |Q V | | | |
986 1+35 0.0648 0.60 |Q V | | | |
987 1+36 0.0656 0.60 |Q V | | | |
988 1+37 0.0665 0.61 |Q V | | | |
989 1+38 0.0673 0.61 |Q V | | | |
990 1+39 0.0682 0.61 |Q V | | | |
991 1+40 0.0690 0.62 |Q V | | | |
992 1+41 0.0699 0.62 |Q V | | | |
993 1+42 0.0707 0.62 |Q V | | | |
994 1+43 0.0716 0.63 |Q V | | | |
995 1+44 0.0724 0.63 |Q V | | | |
996 1+45 0.0733 0.63 |Q V | | | |
997 1+46 0.0742 0.63 |Q V | | | |
998 1+47 0.0751 0.64 |Q V | | | |
999 1+48 0.0759 0.64 |Q V | | | |
1000 1+49 0.0768 0.64 |Q V | | | |
1001 1+50 0.0777 0.64 |Q V | | | |
1002 1+51 0.0786 0.64 |Q V | | | |
1003 1+52 0.0795 0.65 |Q V | | | |
1004 1+53 0.0804 0.65 |Q V | | | |
1005 1+54 0.0813 0.65 |Q V | | | |
1006 1+55 0.0822 0.66 |Q V | | | |
1007 1+56 0.0831 0.66 |Q V | | | |
1008 1+57 0.0840 0.67 |Q V | | | |
1009 1+58 0.0850 0.67 |Q V | | | |
1010 1+59 0.0859 0.68 |Q V | | | |
1011 2+ 0 0.0868 0.68 |Q V | | | |
1012 2+ 1 0.0878 0.68 |Q V | | | |
1013 2+ 2 0.0887 0.69 |Q V | | | |
1014 2+ 3 0.0897 0.69 |Q V | | | |
1015 2+ 4 0.0906 0.69 |Q V | | | |
1016 2+ 5 0.0916 0.69 | Q V | | | |
1017 2+ 6 0.0925 0.70 | Q V | | | |
1018 2+ 7 0.0935 0.70 | Q V | | | |
1019 2+ 8 0.0945 0.70 | Q V | | | |
1020 2+ 9 0.0954 0.71 | Q V | | | |
1021 2+10 0.0964 0.71 | Q V | | | |
1022 2+11 0.0974 0.72 | Q V | | | |
1023 2+12 0.0984 0.72 | Q V | | | |
1024 2+13 0.0994 0.73 | Q V | | | |
1025 2+14 0.1004 0.73 | Q V | | | |
1026 2+15 0.1014 0.74 | Q V | | | |
1027 2+16 0.1024 0.74 | Q V | | | |
1028 2+17 0.1035 0.75 | Q V | | | |
1029 2+18 0.1045 0.75 | Q V | | | |
1030 2+19 0.1055 0.75 | Q V | | | |
1031 2+20 0.1066 0.76 | Q V | | | |
1032 2+21 0.1076 0.76 | Q V | | | |
1033 2+22 0.1087 0.76 | Q V | | | |
1034 2+23 0.1097 0.77 | Q V | | | |
1035 2+24 0.1108 0.77 | Q V | | | |
1036 2+25 0.1119 0.78 | Q V | | | |
1037 2+26 0.1129 0.78 | Q V | | | |
1038 2+27 0.1140 0.79 | Q V | | | |
1039 2+28 0.1151 0.80 | Q V | | | |
1040 2+29 0.1162 0.80 | Q V | | | |
1041 2+30 0.1173 0.81 | Q V | | | |
1042 2+31 0.1185 0.82 | Q V | | | |
1043 2+32 0.1196 0.82 | Q V | | | |
1044 2+33 0.1207 0.83 | Q V | | | |
1045 2+34 0.1219 0.83 | Q V | | | |
1046 2+35 0.1230 0.84 | Q V | | | |
1047 2+36 0.1242 0.84 | Q V | | | |
1048 2+37 0.1254 0.84 | Q V | | | |
1049 2+38 0.1265 0.85 | Q V | | | |
1050 2+39 0.1277 0.85 | Q V | | | |
1051 2+40 0.1289 0.86 | Q V | | | |
1052 2+41 0.1301 0.87 | Q V | | | |
1053 2+42 0.1313 0.87 | Q V | | | |
1054 2+43 0.1325 0.88 | Q V | | | |
1055 2+44 0.1337 0.89 | Q V | | | |
1056 2+45 0.1350 0.90 | Q V | | | |
1057 2+46 0.1362 0.91 | Q V | | | |
1058 2+47 0.1375 0.92 | Q V | | | |
1059 2+48 0.1388 0.93 | Q V | | | |
1060 2+49 0.1401 0.94 | Q V | | | |
1061 2+50 0.1414 0.94 | Q V | | | |
1062 2+51 0.1427 0.95 | Q V | | | |
1063 2+52 0.1440 0.95 | Q V | | | |
1064 2+53 0.1453 0.96 | Q V | | | |
1065 2+54 0.1466 0.96 | Q V | | | |
1066 2+55 0.1480 0.97 | Q V | | | |
1067 2+56 0.1493 0.97 | Q V | | | |
1068 2+57 0.1507 0.99 | Q V | | | |
1069 2+58 0.1520 1.00 | Q V | | | |
1070 2+59 0.1534 1.01 | Q V | | | |
1071 3+ 0 0.1548 1.03 | Q V | | |
1072 3+ 1 0.1563 1.04 | Q V | | |
1073 3+ 2 0.1577 1.05 | Q V | | |
1074 3+ 3 0.1592 1.07 | Q V | | |
1075 3+ 4 0.1607 1.08 | Q V | | |
1076 3+ 5 0.1622 1.09 | Q V | | |
1077 3+ 6 0.1637 1.10 | Q V | | |
1078 3+ 7 0.1652 1.10 | Q V | | |
1079 3+ 8 0.1668 1.11 | Q V | | |
1080 3+ 9 0.1683 1.12 | Q V | | |
1081 3+10 0.1699 1.13 | Q V | | |
1082 3+11 0.1714 1.14 | Q |V | | |
1083 3+12 0.1730 1.15 | Q |V | | |
1084 3+13 0.1746 1.17 | Q |V | | |
1085 3+14 0.1762 1.19 | Q |V | | |
1086 3+15 0.1779 1.21 | Q |V | | |
1087 3+16 0.1796 1.23 | Q |V | | |
1088 3+17 0.1813 1.25 | Q |V | | |
1089 3+18 0.1831 1.27 | Q |V | | |
1090 3+19 0.1849 1.29 | Q |V | | |
1091 3+20 0.1867 1.31 | Q | V | | |
1092 3+21 0.1885 1.33 | Q | V | | |
1093 3+22 0.1903 1.34 | Q | V | | |
1094 3+23 0.1922 1.35 | Q | V | | |
1095 3+24 0.1941 1.37 | Q | V | | |
1096 3+25 0.1960 1.38 | Q | V | | |
1097 3+26 0.1979 1.40 | Q | V | | |
1098 3+27 0.1999 1.41 | Q | V | | |
1099 3+28 0.2018 1.42 | Q | V | | |
1100 3+29 0.2038 1.46 | Q | V | | |
1101 3+30 0.2059 1.50 | Q | V | | |
1102 3+31 0.2080 1.54 | Q | V | | |
1103 3+32 0.2102 1.58 | Q | V | | |
1104 3+33 0.2124 1.62 | Q | V | | |
1105 3+34 0.2147 1.66 | Q | V | | |
1106 3+35 0.2171 1.70 | Q | V | | |
1107 3+36 0.2195 1.74 | Q | V | | |
1108 3+37 0.2219 1.77 | Q | V | | |
1109 3+38 0.2244 1.80 | Q | V | | |
1110 3+39 0.2269 1.83 | Q | V | | |
1111 3+40 0.2295 1.86 | Q | V | | |
1112 3+41 0.2321 1.89 | Q | V | | |
1113 3+42 0.2347 1.92 | Q | V | | |
1114 3+43 0.2374 1.95 | Q | V | | |
1115 3+44 0.2401 1.98 | Q | V | | |
1116 3+45 0.2430 2.10 | Q | V | | |
1117 3+46 0.2461 2.21 | Q | V | | |
1118 3+47 0.2493 2.33 | Q | V | | |
1119 3+48 0.2527 2.45 | Q | V | | |
1120 3+49 0.2562 2.56 | Q | V | | |
1121 3+50 0.2599 2.68 | Q | V | | |
1122 3+51 0.2637 2.79 | Q | V | | |
1123 3+52 0.2677 2.91 | Q | V | | |
1124 3+53 0.2720 3.06 | Q | V | | |
1125 3+54 0.2764 3.21 | Q| V | | |
1126 3+55 0.2810 3.36 | Q| V | | |
1127 3+56 0.2858 3.51 | Q V | | |
1128 3+57 0.2909 3.65 | Q V | | |
1129 3+58 0.2961 3.80 | | Q V | | |
1130 3+59 0.3016 3.95 | | Q V | | |
1131 4+ 0 0.3072 4.10 | | Q V | | |
1132 4+ 1 0.3145 5.32 | | Q V | |
1133 4+ 2 0.3235 6.53 | | Q V | |
1134 4+ 3 0.3342 7.75 | | | VQ | |
1135 4+ 4 0.3465 8.96 | | | V Q | |
1136 4+ 5 0.3606 10.18 | | | V Q | |
1137 4+ 6 0.3762 11.39 | | | V | Q |
1138 4+ 7 0.3936 12.61 | | | V | Q |
1139 4+ 8 0.4126 13.82 | | | V | Q
1140 4+ 9 0.4297 12.38 | | | V | Q |
1141 4+10 0.4448 10.95 | | | V |Q |
1142 4+11 0.4579 9.51 | | | Q V| |
1143 4+12 0.4690 8.08 | | | Q V |
1144 4+13 0.4782 6.64 | | Q| V |
1145 4+14 0.4853 5.21 | | Q | | V |
1146 4+15 0.4905 3.77 | Q | | V |
1147 4+16 0.4937 2.33 | Q | | | V |
1148 4+17 0.4968 2.24 | Q | | | V |
1149 4+18 0.4998 2.14 | Q | | | V |
1150 4+19 0.5026 2.04 | Q | | | V |
1151 4+20 0.5053 1.95 | Q | | | V |
1152 4+21 0.5078 1.85 | Q | | | V |
1153 4+22 0.5102 1.76 | Q | | | V |
1154 4+23 0.5125 1.66 | Q | | | V |
1155 4+24 0.5147 1.56 | Q | | | V |
1156 4+25 0.5168 1.52 | Q | | | V |
1157 4+26 0.5188 1.48 | Q | | | V |
1158 4+27 0.5208 1.43 | Q | | | V |
1159 4+28 0.5227 1.39 | Q | | | V |
1160 4+29 0.5246 1.35 | Q | | | V |
1161 4+30 0.5264 1.31 | Q | | | V |
1162 4+31 0.5281 1.26 | Q | | | V |
1163 4+32 0.5298 1.22 | Q | | | V |
1164 4+33 0.5314 1.20 | Q | | | V |
1165 4+34 0.5330 1.17 | Q | | | V |
1166 4+35 0.5346 1.15 | Q | | | V |
1167 4+36 0.5362 1.12 | Q | | | V |
1168 4+37 0.5377 1.10 | Q | | | V |
1169 4+38 0.5392 1.07 | Q | | | V |
1170 4+39 0.5406 1.05 | Q | | | V |
1171 4+40 0.5420 1.02 | Q | | | V |
1172 4+41 0.5434 1.01 | Q | | | V |
1173 4+42 0.5448 0.99 | Q | | | V |
1174 4+43 0.5461 0.97 | Q | | | V |
1175 4+44 0.5474 0.96 | Q | | | V |
1176 4+45 0.5487 0.94 | Q | | | V |
1177 4+46 0.5500 0.92 | Q | | | V |
1178 4+47 0.5512 0.91 | Q | | | V |
1179 4+48 0.5525 0.89 | Q | | | V |
1180 4+49 0.5537 0.88 | Q | | | V |
1181 4+50 0.5549 0.87 | Q | | | V |
1182 4+51 0.5561 0.85 | Q | | | V |
1183 4+52 0.5572 0.84 | Q | | | V |
1184 4+53 0.5584 0.83 | Q | | | V |
1185 4+54 0.5595 0.82 | Q | | | V |
1186 4+55 0.5606 0.81 | Q | | | V |
1187 4+56 0.5617 0.79 | Q | | | V |
1188 4+57 0.5628 0.79 | Q | | | V |
1189 4+58 0.5639 0.78 | Q | | | V |
1190 4+59 0.5649 0.77 | Q | | | V |
1191 5+ 0 0.5660 0.76 | Q | | | V |
1192 5+ 1 0.5670 0.75 | Q | | | V |
1193 5+ 2 0.5680 0.74 | Q | | | V |
1194 5+ 3 0.5690 0.73 | Q | | | V |
1195 5+ 4 0.5700 0.72 | Q | | | V |
1196 5+ 5 0.5710 0.71 | Q | | | V |
1197 5+ 6 0.5720 0.71 | Q | | | V |
1198 5+ 7 0.5729 0.70 | Q | | | V |
1199 5+ 8 0.5739 0.69 | Q | | | V |
1200 5+ 9 0.5748 0.68 |Q | | | V |
1201 5+10 0.5758 0.68 |Q | | | V |
1202 5+11 0.5767 0.67 |Q | | | V |
1203 5+12 0.5776 0.66 |Q | | | V |
1204 5+13 0.5785 0.66 |Q | | | V |
1205 5+14 0.5794 0.65 |Q | | | V |
1206 5+15 0.5803 0.65 |Q | | | V |
1207 5+16 0.5812 0.64 |Q | | | V |
1208 5+17 0.5820 0.63 |Q | | | V |
1209 5+18 0.5829 0.63 |Q | | | V |
1210 5+19 0.5838 0.62 |Q | | | V |
1211 5+20 0.5846 0.62 |Q | | | V |
1212 5+21 0.5854 0.61 |Q | | | V |
1213 5+22 0.5863 0.61 |Q | | | V |
1214 5+23 0.5871 0.60 |Q | | | V |
1215 5+24 0.5879 0.60 |Q | | | V |
1216 5+25 0.5887 0.59 |Q | | | V |
1217 5+26 0.5895 0.59 |Q | | | V |
1218 5+27 0.5903 0.58 |Q | | | V |
1219 5+28 0.5911 0.58 |Q | | | V |
1220 5+29 0.5919 0.57 |Q | | | V |
1221 5+30 0.5927 0.57 |Q | | | V |
1222 5+31 0.5935 0.56 |Q | | | V |
1223 5+32 0.5943 0.56 |Q | | | V |
1224 5+33 0.5950 0.55 |Q | | | V |
1225 5+34 0.5958 0.55 |Q | | | V |
1226 5+35 0.5965 0.55 |Q | | | V |
1227 5+36 0.5973 0.54 |Q | | | V |
1228 5+37 0.5980 0.54 |Q | | | V |
1229 5+38 0.5988 0.53 |Q | | | V |
1230 5+39 0.5995 0.53 |Q | | | V |
1231 5+40 0.6002 0.53 |Q | | | V |
1232 5+41 0.6009 0.52 |Q | | | V |
1233 5+42 0.6016 0.52 |Q | | | V |
1234 5+43 0.6024 0.52 |Q | | | V |
1235 5+44 0.6031 0.51 |Q | | | V |
1236 5+45 0.6038 0.51 |Q | | | V|
1237 5+46 0.6045 0.51 |Q | | | V|
1238 5+47 0.6052 0.50 |Q | | | V|
1239 5+48 0.6058 0.50 |Q | | | V|
1240 5+49 0.6065 0.50 |Q | | | V|
1241 5+50 0.6072 0.49 |Q | | | V|
1242 5+51 0.6079 0.49 |Q | | | V|
1243 5+52 0.6086 0.49 |Q | | | V|
1244 5+53 0.6092 0.48 |Q | | | V|
1245 5+54 0.6099 0.48 |Q | | | V|
1246 5+55 0.6105 0.48 |Q | | | V|
1247 5+56 0.6112 0.48 |Q | | | V|
1248 5+57 0.6119 0.47 |Q | | | V|
1249 5+58 0.6125 0.47 |Q | | | V|
1250 5+59 0.6131 0.47 |Q | | | V|
1251 6+ 0 0.6138 0.46 |Q | | | V|
1252 6+ 1 0.6144 0.46 |Q | | | V|
1253 6+ 2 0.6151 0.46 |Q | | | V|
1254 6+ 3 0.6157 0.46 |Q | | | V|
1255 6+ 4 0.6163 0.45 |Q | | | V|
1256 6+ 5 0.6169 0.45 |Q | | | V|
1257 6+ 6 0.6176 0.45 |Q | | | V|
1258 6+ 7 0.6182 0.45 |Q | | | V|
1259 6+ 8 0.6188 0.44 |Q | | | V
1260 --------------------------------------------------- -------------------- 1261
1262
1263
1264
1265
1266
1267 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1268 Process from Point /Station 104.000 to Point /Station 105.000 1269 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 1270 ______________________________________________________________________ 1271 Upstream point /station elevation = 690.910 (Ft .) 1272 Downstream point /station elevation = 684.350 (Ft .) 1273 Pipe length = 63.00 (Ft .) Slope = 0.1041 Manning 's N = 0.013 1274 No . of pipes = 1 Required pipe flow = 13.820 (CFS ) 1275 Given pipe size = 18.00 (In .)
1276 Calculated individual pipe flow = 13.820 (CFS )
1277 Normal flow depth in pipe = 8.00 (In .)
1278 Flow top width inside pipe = 17.89 (In .)
1279 Critical Depth = 16.52 (In .)
1280 Pipe flow velocity = 18.21 (Ft /s)
1281 Travel time through pipe = 0.06 min .
1282 Time of concentration (TC ) = 8.86 min .
1283
1284
1285 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1286 Process from Point /Station 105.000 to Point /Station 106.000 1287 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1288 ______________________________________________________________________ 1289 Estimated mean flow rate at midpoint of channel = 14.072 (CFS ) 1290 Depth of flow = 0.874 (Ft .), Average velocity = 18.419 (Ft /s) 1291 ******* Irregular Channel Data ***********
1292 --------------------------------------------------- -------------- 1293 Information entered for subchannel number 1 :
1294 Point number 'X' coordinate 'Y' coordinate
1295 1 0.00 1.00
1296 2 1.00 0.00
1297 3 2.00 1.00
1298 Manning 's 'N' friction factor = 0.016
1299 --------------------------------------------------- -------------- 1300 Sub -Channel flow = 14.072 (CFS )
1301 ' ' flow top width = 1.748 (Ft .)
1302 ' ' velocity = 18.419 (Ft /s)
1303 ' ' area = 0.764 (Sq .Ft )
1304 ' ' Froude number = 4.910
1305
1306 Upstream point elevation = 684.820 (Ft .)
1307 Downstream point elevation = 611.400 (Ft .)
1308 Flow length = 390.000 (Ft .)
1309 Travel time = 0.35 min .
1310 Time of concentration = 9.21 min.
1311 Depth of flow = 0.874(Ft.)
1312 Average velocity = 18.419 (Ft /s)
1313 Total irregular channel flow = 14.072 (CFS )
1314 Irregular channel normal depth above invert elev . = 0.874 (Ft .) 1315 Average velocity of channel (s) = 18.419 (Ft /s) 1316 Adding area flow to channel
1317 Rainfall intensity (I) = 5.861 (In /Hr ) for a 100.0 year storm 1318 Decimal fraction soil group A = 0.000
1319 Decimal fraction soil group B = 0.000
1320 Decimal fraction soil group C = 0.050
1321 Decimal fraction soil group D = 0.950
1322 [UNDISTURBED NATURAL TERRAIN ]
1323 (Permanent Open Space )
1324 Impervious value , Ai = 0.000
1325 Sub -Area C Value = 0.347
1326 Rainfall intensity = 5.861 (In /Hr ) for a 100.0 year storm 1327 Effective runoff coefficient used for total area 1328 (Q=KCIA ) is C = 0.749 CA = 2.428
1329 Subarea runoff = 0.408 (CFS ) for 0.397 (Ac .)
1330 Total runoff = 14.228 (CFS ) Total area = 3.239 (Ac .) 1331 Depth of flow = 0.878 (Ft .), Average velocity = 18.470 (Ft /s) 1332
1333
1334 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1335 Process from Point /Station 106.000 to Point /Station 107.000 1336 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1337 ______________________________________________________________________ 1338 Estimated mean flow rate at midpoint of channel = 14.430 (CFS ) 1339 Depth of flow = 0.461 (Ft .), Average velocity = 4.222 (Ft /s) 1340 ******* Irregular Channel Data ***********
1341 --------------------------------------------------- -------------- 1342 Information entered for subchannel number 1 :
1343 Point number 'X' coordinate 'Y' coordinate
1344 1 0.00 0.63
1345 2 25.00 0.13
1346 3 26.50 0.00
1347 4 26.50 0.50
1348 5 31.50 0.60
1349 Manning 's 'N' friction factor = 0.015
1350 --------------------------------------------------- -------------- 1351 Sub -Channel flow = 14.430 (CFS )
1352 ' ' flow top width = 18.293 (Ft .)
1353 ' ' velocity = 4.222 (Ft /s)
1354 ' ' area = 3.418 (Sq .Ft )
1355 ' ' Froude number = 1.721
1356
1357 Upstream point elevation = 611.400 (Ft .)
1358 Downstream point elevation = 608.550 (Ft .)
1359 Flow length = 162.000 (Ft .)
1360 Travel time = 0.64 min .
1361 Time of concentration = 9.85 min .
1362 Depth of flow = 0.461 (Ft .)
1363 Average velocity = 4.222 (Ft /s)
1364 Total irregular channel flow = 14.430 (CFS )
1365 Irregular channel normal depth above invert elev . = 0.461 (Ft .) 1366 Average velocity of channel (s) = 4.222 (Ft /s)
1367 Adding area flow to channel
1368 Rainfall intensity (I) = 5.613 (In /Hr ) for a 100.0 year storm 1369 Decimal fraction soil group A = 0.000
1370 Decimal fraction soil group B = 0.000
1371 Decimal fraction soil group C = 0.050
1372 Decimal fraction soil group D = 0.950
1373 [INDUSTRIAL area type ]
1374 (General Industrial )
1375 Impervious value , Ai = 0.950
1376 Sub -Area C Value = 0.870
1377 Rainfall intensity = 5.613 (In /Hr ) for a 100.0 year storm 1378 Effective runoff coefficient used for total area 1379 (Q=KCIA) is C = 0.756 CA = 2.595
1380 Subarea runoff = 0.340(CFS) for 0.193(Ac.)
1381 Total runoff = 14.568 (CFS ) Total area = 3.432 (Ac .) 1382 Depth of flow = 0.462 (Ft .), Average velocity = 4.232 (Ft /s) 1383
1384
1385 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1386 Process from Point /Station 107.000 to Point /Station 107.000 1387 **** CONFLUENCE OF MINOR STREAMS ****
1388 ______________________________________________________________________ 1389 Along Main Stream number : 1 in normal stream number 1 1390 Stream flow area = 3.432 (Ac .)
1391 Runoff from this stream = 14.568 (CFS )
1392 Time of concentration = 9.85 min .
1393 Rainfall intensity = 5.613 (In /Hr )
1394
1395
1396 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1397 Process from Point /Station 301.000 to Point /Station 302.000 1398 **** INITIAL AREA EVALUATION ****
1399 ______________________________________________________________________ 1400 Decimal fraction soil group A = 0.000
1401 Decimal fraction soil group B = 0.000
1402 Decimal fraction soil group C = 0.000
1403 Decimal fraction soil group D = 1.000
1404 [HIGH DENSITY RESIDENTIAL ]
1405 (43.0 DU /A or Less )
1406 Impervious value , Ai = 0.800
1407 Sub -Area C Value = 0.790
1408 Initial subarea total flow distance = 74.000 (Ft .) 1409 Highest elevation = 700.090 (Ft .)
1410 Lowest elevation = 693.340 (Ft .)
1411 Elevation difference = 6.750 (Ft .) Slope = 9.122 % 1412 Top of Initial Area Slope adjusted by User to 9.838 % 1413 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
1414 The maximum overland flow distance is 100.00 (Ft ) 1415 for the top area slope value of 9.84 %, in a development type of 1416 43.0 DU /A or Less
1417 In Accordance With Figure 3-3
1418 Initial Area Time of Concentration = 2.60 minutes 1419 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 1420 TC = [1 .8*( 1.1 -0.7900 )*( 100.000^.5 )/( 9.838^ (1/3)]= 2.60 1421 Calculated TC of 2.604 minutes is less than 5 minutes , 1422 resetting TC to 5.0 minutes for rainfall intensity calculations 1423 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 1424 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.790 1425 Subarea runoff = 0.323 (CFS )
1426 Total initial stream area = 0.047 (Ac .)
1427
1428
1429 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1430 Process from Point /Station 302.000 to Point /Station 107.000 1431 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1432 ______________________________________________________________________ 1433 Estimated mean flow rate at midpoint of channel = 1.486 (CFS ) 1434 Depth of flow = 0.020 (Ft .), Average velocity = 2.907 (Ft /s) 1435 ******* Irregular Channel Data ***********
1436 --------------------------------------------------- -------------- 1437 Information entered for subchannel number 1 :
1438 Point number 'X' coordinate 'Y' coordinate
1439 1 0.00 0.50
1440 2 0.00 0.00
1441 3 25.00 0.00
1442 4 25.00 0.50
1443 Manning 's 'N' friction factor = 0.016
1444 --------------------------------------------------- -------------- 1445 Sub -Channel flow = 1.486 (CFS )
1446 ' ' flow top width = 25.000 (Ft .)
1447 ' ' velocity = 2.907 (Ft /s)
1448 ' ' area = 0.511(Sq.Ft)
1449 ' ' Froude number = 3.583
1450
1451 Upstream point elevation = 693.340 (Ft .)
1452 Downstream point elevation = 611.680 (Ft .)
1453 Flow length = 465.000 (Ft .)
1454 Travel time = 2.67 min .
1455 Time of concentration = 5.27 min .
1456 Depth of flow = 0.020 (Ft .)
1457 Average velocity = 2.907 (Ft /s)
1458 Total irregular channel flow = 1.486 (CFS )
1459 Irregular channel normal depth above invert elev . = 0.020 (Ft .) 1460 Average velocity of channel (s) = 2.907 (Ft /s)
1461 Adding area flow to channel
1462 Rainfall intensity (I) = 8.404 (In /Hr ) for a 100.0 year storm 1463 Decimal fraction soil group A = 0.000
1464 Decimal fraction soil group B = 0.000
1465 Decimal fraction soil group C = 0.000
1466 Decimal fraction soil group D = 1.000
1467 [HIGH DENSITY RESIDENTIAL ]
1468 (24.0 DU /A or Less )
1469 Impervious value , Ai = 0.650
1470 Sub -Area C Value = 0.710
1471 Rainfall intensity = 8.404 (In /Hr ) for a 100.0 year storm 1472 Effective runoff coefficient used for total area 1473 (Q=KCIA ) is C = 0.719 CA = 0.303
1474 Subarea runoff = 2.227 (CFS ) for 0.375 (Ac .)
1475 Total runoff = 2.550 (CFS ) Total area = 0.422 (Ac .) 1476 Depth of flow = 0.028 (Ft .), Average velocity = 3.607 (Ft /s) 1477
1478
1479 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1480 Process from Point /Station 107.000 to Point /Station 107.000 1481 **** CONFLUENCE OF MINOR STREAMS ****
1482 ______________________________________________________________________ 1483 Along Main Stream number : 1 in normal stream number 2 1484 Stream flow area = 0.422 (Ac .)
1485 Runoff from this stream = 2.550 (CFS )
1486 Time of concentration = 5.27 min .
1487 Rainfall intensity = 8.404 (In /Hr )
1488 Summary of stream data :
1489
1490 Stream Flow rate TC Rainfall Intensity
1491 No . ( CFS ) ( min ) ( In /Hr )
1492
1493
1494 1 14.568 9.85 5.613
1495 2 2.550 5.27 8.404
1496 Qmax (1) =
1497 1.000 * 1.000 * 14.568 ) +
1498 0.668 * 1.000 * 2.550 ) + = 16.271
1499 Qmax (2) =
1500 1.000 * 0.535 * 14.568 ) +
1501 1.000 * 1.000 * 2.550 ) + = 10.341
1502
1503 Total of 2 streams to confluence :
1504 Flow rates before confluence point :
1505 14.568 2.550
1506 Maximum flow rates at confluence using above data :
1507 16.271 10.341
1508 Area of streams before confluence :
1509 3.432 0.422
1510 Results of confluence :
1511 Total flow rate = 16.271 (CFS )
1512 Time of concentration = 9.854 min .
1513 Effective stream area after confluence = 3.854 (Ac .) 1514
1515
1516 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1517 Process from Point/Station 107.000 to Point/Station 108.000 1518 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1519 ______________________________________________________________________ 1520 Estimated mean flow rate at midpoint of channel = 16.465 (CFS ) 1521 Depth of flow = 0.426 (Ft .), Average velocity = 6.042 (Ft /s) 1522 ******* Irregular Channel Data ***********
1523 --------------------------------------------------- -------------- 1524 Information entered for subchannel number 1 :
1525 Point number 'X' coordinate 'Y' coordinate
1526 1 0.00 0.63
1527 2 25.00 0.13
1528 3 26.50 0.00
1529 4 26.50 0.50
1530 5 31.50 0.60
1531 Manning 's 'N' friction factor = 0.015
1532 --------------------------------------------------- -------------- 1533 Sub -Channel flow = 16.465 (CFS )
1534 ' ' flow top width = 16.279 (Ft .)
1535 ' ' velocity = 6.042 (Ft /s)
1536 ' ' area = 2.725 (Sq .Ft )
1537 ' ' Froude number = 2.603
1538
1539 Upstream point elevation = 608.550 (Ft .)
1540 Downstream point elevation = 601.450 (Ft .)
1541 Flow length = 170.000 (Ft .)
1542 Travel time = 0.47 min .
1543 Time of concentration = 10.32 min .
1544 Depth of flow = 0.426 (Ft .)
1545 Average velocity = 6.042 (Ft /s)
1546 Total irregular channel flow = 16.465 (CFS )
1547 Irregular channel normal depth above invert elev . = 0.426 (Ft .) 1548 Average velocity of channel (s) = 6.042 (Ft /s)
1549 Adding area flow to channel
1550 Rainfall intensity (I) = 5.447 (In /Hr ) for a 100.0 year storm 1551 Decimal fraction soil group A = 0.000
1552 Decimal fraction soil group B = 0.000
1553 Decimal fraction soil group C = 0.050
1554 Decimal fraction soil group D = 0.950
1555 [INDUSTRIAL area type ]
1556 (General Industrial )
1557 Impervious value , Ai = 0.950
1558 Sub -Area C Value = 0.870
1559 Rainfall intensity = 5.447 (In /Hr ) for a 100.0 year storm 1560 Effective runoff coefficient used for total area 1561 (Q=KCIA ) is C = 0.757 CA = 3.040
1562 Subarea runoff = 0.287 (CFS ) for 0.162 (Ac .)
1563 Total runoff = 16.558 (CFS ) Total area = 4.016 (Ac .) 1564 Depth of flow = 0.426 (Ft .), Average velocity = 6.051 (Ft /s) 1565
1566
1567 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1568 Process from Point /Station 108.000 to Point /Station 108.000 1569 **** CONFLUENCE OF MINOR STREAMS ****
1570 ______________________________________________________________________ 1571 Along Main Stream number : 1 in normal stream number 1 1572 Stream flow area = 4.016 (Ac .)
1573 Runoff from this stream = 16.558 (CFS )
1574 Time of concentration = 10.32 min .
1575 Rainfall intensity = 5.447 (In /Hr )
1576
1577
1578 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1579 Process from Point /Station 401.000 to Point /Station 402.000 1580 **** INITIAL AREA EVALUATION ****
1581 ______________________________________________________________________ 1582 Decimal fraction soil group A = 0.000
1583 Decimal fraction soil group B = 0.000
1584 Decimal fraction soil group C = 0.000
1585 Decimal fraction soil group D = 1.000
1586 [UNDISTURBED NATURAL TERRAIN ]
1587 (Permanent Open Space )
1588 Impervious value , Ai = 0.000
1589 Sub -Area C Value = 0.350
1590 Initial subarea total flow distance = 100.000 (Ft .) 1591 Highest elevation = 709.280 (Ft .)
1592 Lowest elevation = 687.650 (Ft .)
1593 Elevation difference = 21.630 (Ft .) Slope = 21.630 % 1594 Top of Initial Area Slope adjusted by User to 23.240 % 1595 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
1596 The maximum overland flow distance is 100.00 (Ft ) 1597 for the top area slope value of 23.24 %, in a development type of 1598 Permanent Open Space
1599 In Accordance With Figure 3-3
1600 Initial Area Time of Concentration = 4.73 minutes 1601 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 1602 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 23.240^ (1/3)]= 4.73 1603 Calculated TC of 4.731 minutes is less than 5 minutes , 1604 resetting TC to 5.0 minutes for rainfall intensity calculations 1605 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 1606 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 1607 Subarea runoff = 0.207 (CFS )
1608 Total initial stream area = 0.068 (Ac .)
1609
1610
1611 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1612 Process from Point /Station 402.000 to Point /Station 108.000 1613 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1614 ______________________________________________________________________ 1615 Estimated mean flow rate at midpoint of channel = 1.331 (CFS ) 1616 Depth of flow = 0.497 (Ft .), Average velocity = 5.388 (Ft /s) 1617 ******* Irregular Channel Data ***********
1618 --------------------------------------------------- -------------- 1619 Information entered for subchannel number 1 :
1620 Point number 'X' coordinate 'Y' coordinate
1621 1 0.00 1.00
1622 2 1.00 0.00
1623 3 2.00 1.00
1624 Manning 's 'N' friction factor = 0.030
1625 --------------------------------------------------- -------------- 1626 Sub -Channel flow = 1.331 (CFS )
1627 ' ' flow top width = 0.994 (Ft .)
1628 ' ' velocity = 5.388 (Ft /s)
1629 ' ' area = 0.247 (Sq .Ft )
1630 ' ' Froude number = 1.905
1631
1632 Upstream point elevation = 687.650 (Ft .)
1633 Downstream point elevation = 601.450 (Ft .)
1634 Flow length = 717.000 (Ft .)
1635 Travel time = 2.22 min .
1636 Time of concentration = 6.95 min .
1637 Depth of flow = 0.497 (Ft .)
1638 Average velocity = 5.388 (Ft /s)
1639 Total irregular channel flow = 1.331 (CFS )
1640 Irregular channel normal depth above invert elev . = 0.497 (Ft .) 1641 Average velocity of channel (s) = 5.388 (Ft /s)
1642 Adding area flow to channel
1643 Rainfall intensity (I) = 7.032 (In /Hr ) for a 100.0 year storm 1644 Decimal fraction soil group A = 0.000
1645 Decimal fraction soil group B = 0.000
1646 Decimal fraction soil group C = 0.000
1647 Decimal fraction soil group D = 1.000
1648 [UNDISTURBED NATURAL TERRAIN ]
1649 (Permanent Open Space )
1650 Impervious value , Ai = 0.000
1651 Sub -Area C Value = 0.350
1652 Rainfall intensity = 7.032 (In /Hr ) for a 100.0 year storm 1653 Effective runoff coefficient used for total area 1654 (Q=KCIA ) is C = 0.350 CA = 0.338
1655 Subarea runoff = 2.170(CFS) for 0.898(Ac.)
1656 Total runoff = 2.377(CFS) Total area = 0.966(Ac.) 1657 Depth of flow = 0.618 (Ft .), Average velocity = 6.229 (Ft /s) 1658
1659
1660 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1661 Process from Point /Station 108.000 to Point /Station 108.000 1662 **** CONFLUENCE OF MINOR STREAMS ****
1663 ______________________________________________________________________ 1664 Along Main Stream number : 1 in normal stream number 2 1665 Stream flow area = 0.966 (Ac .)
1666 Runoff from this stream = 2.377 (CFS )
1667 Time of concentration = 6.95 min .
1668 Rainfall intensity = 7.032 (In /Hr )
1669 Summary of stream data :
1670
1671 Stream Flow rate TC Rainfall Intensity
1672 No . ( CFS ) ( min ) ( In /Hr )
1673
1674
1675 1 16.558 10.32 5.447
1676 2 2.377 6.95 7.032
1677 Qmax (1) =
1678 1.000 * 1.000 * 16.558 ) +
1679 0.775 * 1.000 * 2.377 ) + = 18.400
1680 Qmax (2) =
1681 1.000 * 0.673 * 16.558 ) +
1682 1.000 * 1.000 * 2.377 ) + = 13.523
1683
1684 Total of 2 streams to confluence :
1685 Flow rates before confluence point :
1686 16.558 2.377
1687 Maximum flow rates at confluence using above data :
1688 18.400 13.523
1689 Area of streams before confluence :
1690 4.016 0.966
1691 Results of confluence :
1692 Total flow rate = 18.400 (CFS )
1693 Time of concentration = 10.323 min .
1694 Effective stream area after confluence = 4.982 (Ac .) 1695
1696
1697 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1698 Process from Point /Station 108.000 to Point /Station 109.000 1699 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1700 ______________________________________________________________________ 1701 Estimated mean flow rate at midpoint of channel = 18.549 (CFS ) 1702 Depth of flow = 0.420 (Ft .), Average velocity = 7.056 (Ft /s) 1703 ******* Irregular Channel Data ***********
1704 --------------------------------------------------- -------------- 1705 Information entered for subchannel number 1 :
1706 Point number 'X' coordinate 'Y' coordinate
1707 1 0.00 0.63
1708 2 25.00 0.13
1709 3 26.50 0.00
1710 4 26.50 0.50
1711 5 31.50 0.60
1712 Manning 's 'N' friction factor = 0.015
1713 --------------------------------------------------- -------------- 1714 Sub -Channel flow = 18.549 (CFS )
1715 ' ' flow top width = 15.980 (Ft .)
1716 ' ' velocity = 7.056 (Ft /s)
1717 ' ' area = 2.629 (Sq .Ft )
1718 ' ' Froude number = 3.066
1719
1720 Upstream point elevation = 601.450 (Ft .)
1721 Downstream point elevation = 593.870 (Ft .)
1722 Flow length = 130.000 (Ft .)
1723 Travel time = 0.31 min .
1724 Time of concentration = 10.63 min.
1725 Depth of flow = 0.420(Ft.)
1726 Average velocity = 7.056 (Ft /s)
1727 Total irregular channel flow = 18.549 (CFS )
1728 Irregular channel normal depth above invert elev . = 0.420 (Ft .) 1729 Average velocity of channel (s) = 7.056 (Ft /s)
1730 Adding area flow to channel
1731 Rainfall intensity (I) = 5.345 (In /Hr ) for a 100.0 year storm 1732 Decimal fraction soil group A = 0.000
1733 Decimal fraction soil group B = 0.000
1734 Decimal fraction soil group C = 0.000
1735 Decimal fraction soil group D = 1.000
1736 [INDUSTRIAL area type ]
1737 (General Industrial )
1738 Impervious value , Ai = 0.950
1739 Sub -Area C Value = 0.870
1740 Rainfall intensity = 5.345 (In /Hr ) for a 100.0 year storm 1741 Effective runoff coefficient used for total area 1742 (Q=KCIA ) is C = 0.683 CA = 3.487
1743 Subarea runoff = 0.241 (CFS ) for 0.126 (Ac .)
1744 Total runoff = 18.641 (CFS ) Total area = 5.108 (Ac .) 1745 Depth of flow = 0.420 (Ft .), Average velocity = 7.065 (Ft /s) 1746
1747
1748 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1749 Process from Point /Station 109.000 to Point /Station 110.000 1750 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1751 ______________________________________________________________________ 1752 Estimated mean flow rate at midpoint of channel = 18.833 (CFS ) 1753 Depth of flow = 0.445 (Ft .), Average velocity = 6.177 (Ft /s) 1754 ******* Irregular Channel Data ***********
1755 --------------------------------------------------- -------------- 1756 Information entered for subchannel number 1 :
1757 Point number 'X' coordinate 'Y' coordinate
1758 1 0.00 0.63
1759 2 25.00 0.13
1760 3 26.50 0.00
1761 4 26.50 0.50
1762 5 31.50 0.60
1763 Manning 's 'N' friction factor = 0.015
1764 --------------------------------------------------- -------------- 1765 Sub -Channel flow = 18.833 (CFS )
1766 ' ' flow top width = 17.246 (Ft .)
1767 ' ' velocity = 6.177 (Ft /s)
1768 ' ' area = 3.049 (Sq .Ft )
1769 ' ' Froude number = 2.589
1770
1771 Upstream point elevation = 593.870 (Ft .)
1772 Downstream point elevation = 585.800 (Ft .)
1773 Flow length = 199.000 (Ft .)
1774 Travel time = 0.54 min .
1775 Time of concentration = 11.17 min .
1776 Depth of flow = 0.445 (Ft .)
1777 Average velocity = 6.177 (Ft /s)
1778 Total irregular channel flow = 18.833 (CFS )
1779 Irregular channel normal depth above invert elev . = 0.445 (Ft .) 1780 Average velocity of channel (s) = 6.177 (Ft /s)
1781 Adding area flow to channel
1782 Rainfall intensity (I) = 5.178 (In /Hr ) for a 100.0 year storm 1783 Decimal fraction soil group A = 0.000
1784 Decimal fraction soil group B = 0.000
1785 Decimal fraction soil group C = 0.000
1786 Decimal fraction soil group D = 1.000
1787 [INDUSTRIAL area type ]
1788 (General Industrial )
1789 Impervious value , Ai = 0.950
1790 Sub -Area C Value = 0.870
1791 Rainfall intensity = 5.178 (In /Hr ) for a 100.0 year storm 1792 Effective runoff coefficient used for total area 1793 (Q=KCIA) is C = 0.690 CA = 3.664
1794 Subarea runoff = 0.331(CFS) for 0.203(Ac.)
1795 Total runoff = 18.973 (CFS ) Total area = 5.311 (Ac .) 1796 Depth of flow = 0.446 (Ft .), Average velocity = 6.188 (Ft /s) 1797
1798
1799 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1800 Process from Point /Station 110.000 to Point /Station 110.000 1801 **** CONFLUENCE OF MINOR STREAMS ****
1802 ______________________________________________________________________ 1803 Along Main Stream number : 1 in normal stream number 1 1804 Stream flow area = 5.311 (Ac .)
1805 Runoff from this stream = 18.973 (CFS )
1806 Time of concentration = 11.17 min .
1807 Rainfall intensity = 5.178 (In /Hr )
1808
1809
1810 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1811 Process from Point /Station 501.000 to Point /Station 502.000 1812 **** INITIAL AREA EVALUATION ****
1813 ______________________________________________________________________ 1814 Decimal fraction soil group A = 0.000
1815 Decimal fraction soil group B = 0.000
1816 Decimal fraction soil group C = 0.000
1817 Decimal fraction soil group D = 1.000
1818 [UNDISTURBED NATURAL TERRAIN ]
1819 (Permanent Open Space )
1820 Impervious value , Ai = 0.000
1821 Sub -Area C Value = 0.350
1822 Initial subarea total flow distance = 137.000 (Ft .) 1823 Highest elevation = 709.360 (Ft .)
1824 Lowest elevation = 685.490 (Ft .)
1825 Elevation difference = 23.870 (Ft .) Slope = 17.423 % 1826 Top of Initial Area Slope adjusted by User to 19.708 % 1827 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
1828 The maximum overland flow distance is 100.00 (Ft ) 1829 for the top area slope value of 19.71 %, in a development type of 1830 Permanent Open Space
1831 In Accordance With Figure 3-3
1832 Initial Area Time of Concentration = 5.00 minutes 1833 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 1834 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 19.708^ (1/3)]= 5.00 1835 Calculated TC of 4.998 minutes is less than 5 minutes , 1836 resetting TC to 5.0 minutes for rainfall intensity calculations 1837 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 1838 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 1839 Subarea runoff = 0.700 (CFS )
1840 Total initial stream area = 0.230 (Ac .)
1841
1842
1843 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1844 Process from Point /Station 502.000 to Point /Station 503.000 1845 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1846 ______________________________________________________________________ 1847 Estimated mean flow rate at midpoint of channel = 2.157 (CFS ) 1848 Depth of flow = 0.549 (Ft .), Average velocity = 7.164 (Ft /s) 1849 ******* Irregular Channel Data ***********
1850 --------------------------------------------------- -------------- 1851 Information entered for subchannel number 1 :
1852 Point number 'X' coordinate 'Y' coordinate
1853 1 0.00 1.00
1854 2 1.00 0.00
1855 3 2.00 1.00
1856 Manning 's 'N' friction factor = 0.030
1857 --------------------------------------------------- -------------- 1858 Sub -Channel flow = 2.157 (CFS )
1859 ' ' flow top width = 1.097 (Ft .)
1860 ' ' velocity = 7.164 (Ft /s)
1861 ' ' area = 0.301 (Sq .Ft )
1862 ' ' Froude number = 2.410
1863
1864 Upstream point elevation = 685.490 (Ft .)
1865 Downstream point elevation = 619.000 (Ft .)
1866 Flow length = 357.000 (Ft .)
1867 Travel time = 0.83 min .
1868 Time of concentration = 5.83 min .
1869 Depth of flow = 0.549 (Ft .)
1870 Average velocity = 7.164 (Ft /s)
1871 Total irregular channel flow = 2.157 (CFS )
1872 Irregular channel normal depth above invert elev . = 0.549 (Ft .) 1873 Average velocity of channel (s) = 7.164 (Ft /s)
1874 Adding area flow to channel
1875 Rainfall intensity (I) = 7.876 (In /Hr ) for a 100.0 year storm 1876 Decimal fraction soil group A = 0.000
1877 Decimal fraction soil group B = 0.000
1878 Decimal fraction soil group C = 0.000
1879 Decimal fraction soil group D = 1.000
1880 [UNDISTURBED NATURAL TERRAIN ]
1881 (Permanent Open Space )
1882 Impervious value , Ai = 0.000
1883 Sub -Area C Value = 0.350
1884 Rainfall intensity = 7.876 (In /Hr ) for a 100.0 year storm 1885 Effective runoff coefficient used for total area 1886 (Q=KCIA ) is C = 0.350 CA = 0.447
1887 Subarea runoff = 2.820 (CFS ) for 1.047 (Ac .)
1888 Total runoff = 3.520 (CFS ) Total area = 1.277 (Ac .) 1889 Depth of flow = 0.659 (Ft .), Average velocity = 8.097 (Ft /s) 1890
1891
1892 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1893 Process from Point /Station 503.000 to Point /Station 504.000 1894 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 1895 ______________________________________________________________________ 1896 Upstream point /station elevation = 605.110 (Ft .) 1897 Downstream point /station elevation = 582.760 (Ft .) 1898 Pipe length = 230.00 (Ft .) Slope = 0.0972 Manning 's N = 0.013 1899 No . of pipes = 1 Required pipe flow = 3.520 (CFS ) 1900 Given pipe size = 18.00 (In .)
1901 Calculated individual pipe flow = 3.520 (CFS )
1902 Normal flow depth in pipe = 3.98 (In .)
1903 Flow top width inside pipe = 14.95 (In .)
1904 Critical Depth = 8.59 (In .)
1905 Pipe flow velocity = 12.10 (Ft /s)
1906 Travel time through pipe = 0.32 min .
1907 Time of concentration (TC ) = 6.15 min .
1908
1909
1910 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1911 Process from Point /Station 504.000 to Point /Station 110.000 1912 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 1913 ______________________________________________________________________ 1914 Upstream point /station elevation = 582.760 (Ft .) 1915 Downstream point /station elevation = 582.080 (Ft .) 1916 Pipe length = 15.00 (Ft .) Slope = 0.0453 Manning 's N = 0.013 1917 No . of pipes = 1 Required pipe flow = 3.520 (CFS ) 1918 Given pipe size = 24.00 (In .)
1919 Calculated individual pipe flow = 3.520 (CFS )
1920 Normal flow depth in pipe = 4.39 (In .)
1921 Flow top width inside pipe = 18.56 (In .)
1922 Critical Depth = 7.88 (In .)
1923 Pipe flow velocity = 8.94 (Ft /s)
1924 Travel time through pipe = 0.03 min .
1925 Time of concentration (TC ) = 6.17 min .
1926
1927
1928 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1929 Process from Point /Station 110.000 to Point /Station 110.000 1930 **** CONFLUENCE OF MINOR STREAMS ****
1931 ______________________________________________________________________ 1932 Along Main Stream number: 1 in normal stream number 2 1933 Stream flow area = 1.277 (Ac .)
1934 Runoff from this stream = 3.520 (CFS )
1935 Time of concentration = 6.17 min .
1936 Rainfall intensity = 7.589 (In /Hr )
1937 Summary of stream data :
1938
1939 Stream Flow rate TC Rainfall Intensity
1940 No . ( CFS ) ( min ) ( In /Hr )
1941
1942
1943 1 18.973 11.17 5.178
1944 2 3.520 6.17 7.589
1945 Qmax (1) =
1946 1.000 * 1.000 * 18.973 ) +
1947 0.682 * 1.000 * 3.520 ) + = 21.374
1948 Qmax (2) =
1949 1.000 * 0.553 * 18.973 ) +
1950 1.000 * 1.000 * 3.520 ) + = 14.008
1951
1952 Total of 2 streams to confluence :
1953 Flow rates before confluence point :
1954 18.973 3.520
1955 Maximum flow rates at confluence using above data :
1956 21.374 14.008
1957 Area of streams before confluence :
1958 5.311 1.277
1959 Results of confluence :
1960 Total flow rate = 21.374 (CFS )
1961 Time of concentration = 11.167 min .
1962 Effective stream area after confluence = 6.588 (Ac .) 1963 End of computations , total study area = 6.588 (Ac .) 1964
1965
1966
1 2 San Diego County Rational Hydrology Program
3 4 CIVILCADD /CIVILDESIGN Engineering Software ,( c)1991 -2019 Version 9.1 5 6 Rational method hydrology program based on
7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date : 02 /06 /23
9 ------------------------------------------------------------------------ 10 22027 POST POC2
11 UPDATED
12 13
14 ------------------------------------------------------------------------ 15 ********* Hydrology Study Control Information ********** 16 17 ------------------------------------------------------------------------ 18 19
20 Program License Serial Number 6332
21 22 ------------------------------------------------------------------------ 23 Rational hydrology study storm event year is 100.0 24 English (in -lb ) input data Units used
25 26 Map data precipitation entered :
27 6 hour , precipitation (inches ) = 3.300
28 24 hour precipitation (inches ) = 5.600
29 P6 /P24 = 58.9%
30 San Diego hydrology manual 'C' values used
31 32
33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34 Process from Point /Station 701.000 to Point /Station 702.000 35 **** INITIAL AREA EVALUATION ****
36 ______________________________________________________________________ 37 Decimal fraction soil group A = 0.000
38 Decimal fraction soil group B = 0.000
39 Decimal fraction soil group C = 0.000
40 Decimal fraction soil group D = 1.000
41 [UNDISTURBED NATURAL TERRAIN ]
42 (Permanent Open Space )
43 Impervious value , Ai = 0.000
44 Sub -Area C Value = 0.350
45 Initial subarea total flow distance = 100.000 (Ft .) 46 Highest elevation = 763.850 (Ft .)
47 Lowest elevation = 755.270 (Ft .)
48 Elevation difference = 8.580 (Ft .) Slope = 8.580 % 49 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
50 The maximum overland flow distance is 100.00 (Ft ) 51 for the top area slope value of 8.58 %, in a development type of 52 Permanent Open Space
53 In Accordance With Figure 3-3
54 Initial Area Time of Concentration = 6.59 minutes
55 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 56 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 8.580^ (1/3)]= 6.59 57 Rainfall intensity (I) = 7.273 (In /Hr ) for a 100.0 year storm 58 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 59 Subarea runoff = 0.158 (CFS )
60 Total initial stream area = 0.062 (Ac .)
61 62
63 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 64 Process from Point /Station 702.000 to Point /Station 703.000 65 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
66 ______________________________________________________________________ 67 Estimated mean flow rate at midpoint of channel = 1.306 (CFS ) 68 Depth of flow = 0.410 (Ft .), Average velocity = 7.774 (Ft /s) 69 ******* Irregular Channel Data ***********
70 ----------------------------------------------------------------- 71 Information entered for subchannel number 1 :
72 Point number 'X' coordinate 'Y' coordinate
73 1 0.00 1.00
74 2 1.00 0.00
75 3 2.00 1.00
76 Manning 's 'N' friction factor = 0.030
77 ----------------------------------------------------------------- 78 Sub -Channel flow = 1.306 (CFS )
79 ' ' flow top width = 0.820 (Ft .)
80 ' ' velocity = 7.774 (Ft /s)
81 ' ' area = 0.168 (Sq .Ft )
82 ' ' Froude number = 3.026
83 84 Upstream point elevation = 755.270 (Ft .)
85 Downstream point elevation = 687.000 (Ft .)
86 Flow length = 211.000 (Ft .)
87 Travel time = 0.45 min .
88 Time of concentration = 7.05 min .
89 Depth of flow = 0.410 (Ft .)
90 Average velocity = 7.774 (Ft /s)
91 Total irregular channel flow = 1.306 (CFS )
92 Irregular channel normal depth above invert elev . = 0.410 (Ft .) 93 Average velocity of channel (s) = 7.774 (Ft /s)
94 Adding area flow to channel
95 Rainfall intensity (I) = 6.968 (In /Hr ) for a 100.0 year storm 96 Decimal fraction soil group A = 0.000
97 Decimal fraction soil group B = 0.000
98 Decimal fraction soil group C = 0.000
99 Decimal fraction soil group D = 1.000
100 [UNDISTURBED NATURAL TERRAIN ]
101 (Permanent Open Space )
102 Impervious value , Ai = 0.000
103 Sub -Area C Value = 0.350
104 Rainfall intensity = 6.968 (In /Hr ) for a 100.0 year storm 105 Effective runoff coefficient used for total area
106 (Q=KCIA ) is C = 0.350 CA = 0.345
107 Subarea runoff = 2.245 (CFS ) for 0.923 (Ac .)
108 Total runoff = 2.402 (CFS ) Total area = 0.985 (Ac .) 109 Depth of flow = 0.515 (Ft .), Average velocity = 9.053 (Ft /s) 110
111
112 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 113 Process from Point /Station 703.000 to Point /Station 704.000 114 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
115 ______________________________________________________________________ 116 Depth of flow = 0.486 (Ft .), Average velocity = 10.168 (Ft /s) 117 ******* Irregular Channel Data ***********
118 ----------------------------------------------------------------- 119 Information entered for subchannel number 1 :
120 Point number 'X' coordinate 'Y' coordinate
121 1 0.00 1.00
122 2 1.00 0.00
123 3 2.00 1.00
124 Manning 's 'N' friction factor = 0.030
125 ----------------------------------------------------------------- 126 Sub -Channel flow = 2.402 (CFS )
127 ' ' flow top width = 0.972 (Ft .)
128 ' ' velocity = 10.168 (Ft /s)
129 ' ' area = 0.236 (Sq .Ft )
130 ' ' Froude number = 3.635
131
132 Upstream point elevation = 687.000 (Ft .)
133 Downstream point elevation = 616.000 (Ft .)
134 Flow length = 161.000 (Ft .)
135 Travel time = 0.26 min .
136 Time of concentration = 7.31 min .
137 Depth of flow = 0.486 (Ft .)
138 Average velocity = 10.168 (Ft /s)
139 Total irregular channel flow = 2.402 (CFS )
140 Irregular channel normal depth above invert elev . = 0.486 (Ft .) 141 Average velocity of channel (s) = 10.168 (Ft /s)
142
143
144 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 145 Process from Point /Station 704.000 to Point /Station 704.000 146 **** CONFLUENCE OF MINOR STREAMS ****
147 ______________________________________________________________________ 148 Along Main Stream number : 1 in normal stream number 1 149 Stream flow area = 0.985 (Ac .)
150 Runoff from this stream = 2.402 (CFS )
151 Time of concentration = 7.31 min .
152 Rainfall intensity = 6.805 (In /Hr )
153
154
155 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 156 Process from Point /Station 801.000 to Point /Station 802.000 157 **** INITIAL AREA EVALUATION ****
158 ______________________________________________________________________ 159 Decimal fraction soil group A = 0.000
160 Decimal fraction soil group B = 0.000
161 Decimal fraction soil group C = 0.000
162 Decimal fraction soil group D = 1.000
163 [UNDISTURBED NATURAL TERRAIN ]
164 (Permanent Open Space )
165 Impervious value , Ai = 0.000
166 Sub -Area C Value = 0.350
167 Initial subarea total flow distance = 100.000 (Ft .) 168 Highest elevation = 709.950 (Ft .)
169 Lowest elevation = 699.560 (Ft .)
170 Elevation difference = 10.390 (Ft .) Slope = 10.390 % 171 Top of Initial Area Slope adjusted by User to 7.500 % 172 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
173 The maximum overland flow distance is 100.00 (Ft ) 174 for the top area slope value of 7.50 %, in a development type of 175 Permanent Open Space
176 In Accordance With Figure 3-3
177 Initial Area Time of Concentration = 6.90 minutes 178 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 179 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 7.500^ (1/3)]= 6.90 180 Rainfall intensity (I) = 7.066 (In /Hr ) for a 100.0 year storm 181 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 182 Subarea runoff = 0.237 (CFS )
183 Total initial stream area = 0.096 (Ac .)
184
185
186 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 187 Process from Point /Station 802.000 to Point /Station 803.000 188 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
189 ______________________________________________________________________ 190 Estimated mean flow rate at midpoint of channel = 0.392 (CFS ) 191 Depth of flow = 0.441 (Ft .), Average velocity = 2.015 (Ft /s) 192 ******* Irregular Channel Data ***********
193 ----------------------------------------------------------------- 194 Information entered for subchannel number 1 :
195 Point number 'X' coordinate 'Y' coordinate
196 1 0.00 1.00
197 2 1.00 0.00
198 3 2.00 1.00
199 Manning 's 'N' friction factor = 0.030
200 ----------------------------------------------------------------- 201 Sub -Channel flow = 0.392 (CFS )
202 ' ' flow top width = 0.882 (Ft .)
203 ' ' velocity = 2.015 (Ft /s)
204 ' ' area = 0.195 (Sq .Ft )
205 ' ' Froude number = 0.756
206
207 Upstream point elevation = 699.560 (Ft .)
208 Downstream point elevation = 697.470 (Ft .)
209 Flow length = 106.000 (Ft .)
210 Travel time = 0.88 min .
211 Time of concentration = 7.77 min .
212 Depth of flow = 0.441 (Ft .)
213 Average velocity = 2.015 (Ft /s)
214 Total irregular channel flow = 0.392 (CFS )
215 Irregular channel normal depth above invert elev . = 0.441 (Ft .) 216 Average velocity of channel (s) = 2.015 (Ft /s)
217 Adding area flow to channel
218 Rainfall intensity (I) = 6.541 (In /Hr ) for a 100.0 year storm 219 Decimal fraction soil group A = 0.000
220 Decimal fraction soil group B = 0.000
221 Decimal fraction soil group C = 0.000
222 Decimal fraction soil group D = 1.000
223 [UNDISTURBED NATURAL TERRAIN ]
224 (Permanent Open Space )
225 Impervious value , Ai = 0.000
226 Sub -Area C Value = 0.350
227 Rainfall intensity = 6.541 (In /Hr ) for a 100.0 year storm 228 Effective runoff coefficient used for total area
229 (Q=KCIA ) is C = 0.350 CA = 0.077
230 Subarea runoff = 0.269 (CFS ) for 0.125 (Ac .)
231 Total runoff = 0.506 (CFS ) Total area = 0.221 (Ac .) 232 Depth of flow = 0.485 (Ft .), Average velocity = 2.148 (Ft /s) 233
234
235 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 236 Process from Point /Station 803.000 to Point /Station 804.000 237 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 238 ______________________________________________________________________ 239 Upstream point /station elevation = 697.470 (Ft .) 240 Downstream point /station elevation = 665.270 (Ft .) 241 Pipe length = 39.00 (Ft .) Slope = 0.8256 Manning 's N = 0.013 242 No . of pipes = 1 Required pipe flow = 0.506 (CFS ) 243 Given pipe size = 24.00 (In .)
244 Calculated individual pipe flow = 0.506 (CFS )
245 Normal flow depth in pipe = 0.88 (In .)
246 Flow top width inside pipe = 9.01 (In .)
247 Critical Depth = 2.91 (In .)
248 Pipe flow velocity = 13.70 (Ft /s)
249 Travel time through pipe = 0.05 min .
250 Time of concentration (TC ) = 7.82 min .
251
252
253 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 254 Process from Point /Station 804.000 to Point /Station 704.000 255 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
256 ______________________________________________________________________ 257 Estimated mean flow rate at midpoint of channel = 1.047 (CFS ) 258 Depth of flow = 0.412 (Ft .), Average velocity = 6.164 (Ft /s) 259 ******* Irregular Channel Data ***********
260 ----------------------------------------------------------------- 261 Information entered for subchannel number 1 :
262 Point number 'X' coordinate 'Y' coordinate
263 1 0.00 1.00
264 2 1.00 0.00
265 3 2.00 1.00
266 Manning 's 'N' friction factor = 0.030
267 ----------------------------------------------------------------- 268 Sub -Channel flow = 1.047 (CFS )
269 ' ' flow top width = 0.824 (Ft .)
270 ' ' velocity = 6.164 (Ft /s)
271 ' ' area = 0.170 (Sq .Ft )
272 ' ' Froude number = 2.393
273
274 Upstream point elevation = 665.270 (Ft .)
275 Downstream point elevation = 616.000 (Ft .)
276 Flow length = 244.000 (Ft .)
277 Travel time = 0.66 min .
278 Time of concentration = 8.48 min .
279 Depth of flow = 0.412 (Ft .)
280 Average velocity = 6.164 (Ft /s)
281 Total irregular channel flow = 1.047 (CFS )
282 Irregular channel normal depth above invert elev . = 0.412 (Ft .) 283 Average velocity of channel (s) = 6.164 (Ft /s)
284 Adding area flow to channel
285 Rainfall intensity (I) = 6.184 (In /Hr ) for a 100.0 year storm 286 Decimal fraction soil group A = 0.000
287 Decimal fraction soil group B = 0.000
288 Decimal fraction soil group C = 0.000
289 Decimal fraction soil group D = 1.000
290 [UNDISTURBED NATURAL TERRAIN ]
291 (Permanent Open Space )
292 Impervious value , Ai = 0.000
293 Sub -Area C Value = 0.350
294 Rainfall intensity = 6.184 (In /Hr ) for a 100.0 year storm 295 Effective runoff coefficient used for total area
296 (Q=KCIA ) is C = 0.350 CA = 0.243
297 Subarea runoff = 0.996 (CFS ) for 0.473 (Ac .)
298 Total runoff = 1.502 (CFS ) Total area = 0.694 (Ac .) 299 Depth of flow = 0.472 (Ft .), Average velocity = 6.746 (Ft /s) 300
301
302 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 303 Process from Point /Station 704.000 to Point /Station 704.000 304 **** CONFLUENCE OF MINOR STREAMS ****
305 ______________________________________________________________________ 306 Along Main Stream number : 1 in normal stream number 2 307 Stream flow area = 0.694 (Ac .)
308 Runoff from this stream = 1.502 (CFS )
309 Time of concentration = 8.48 min .
310 Rainfall intensity = 6.184 (In /Hr )
311 Summary of stream data :
312
313 Stream Flow rate TC Rainfall Intensity
314 No . ( CFS ) ( min ) ( In /Hr )
315
316
317 1 2.402 7.31 6.805
318 2 1.502 8.48 6.184
319 Qmax (1) =
320 1.000 * 1.000 * 2.402 ) +
321 1.000 * 0.862 * 1.502 ) + = 3.697
322 Qmax (2) =
323 0.909 * 1.000 * 2.402 ) +
324 1.000 * 1.000 * 1.502 ) + = 3.685
325
326 Total of 2 streams to confluence :
327 Flow rates before confluence point :
328 2.402 1.502
329 Maximum flow rates at confluence using above data :
330 3.697 3.685
331 Area of streams before confluence :
332 0.985 0.694
333 Results of confluence :
334 Total flow rate = 3.697 (CFS )
335 Time of concentration = 7.311 min .
336 Effective stream area after confluence = 1.679 (Ac .) 337
338
339 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 340 Process from Point /Station 704.000 to Point /Station 705.000 341 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 342 ______________________________________________________________________ 343 Upstream point /station elevation = 601.580 (Ft .) 344 Downstream point /station elevation = 600.300 (Ft .) 345 Pipe length = 18.00 (Ft .) Slope = 0.0711 Manning 's N = 0.013 346 No . of pipes = 1 Required pipe flow = 3.697 (CFS ) 347 Given pipe size = 18.00 (In .)
348 Calculated individual pipe flow = 3.697 (CFS )
349 Normal flow depth in pipe = 4.42 (In .)
350 Flow top width inside pipe = 15.49 (In .)
351 Critical Depth = 8.82 (In .)
352 Pipe flow velocity = 10.99 (Ft /s)
353 Travel time through pipe = 0.03 min .
354 Time of concentration (TC ) = 7.34 min .
355
356
357 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 358 Process from Point /Station 705.000 to Point /Station 705.000 359 **** CONFLUENCE OF MINOR STREAMS ****
360 ______________________________________________________________________ 361 Along Main Stream number : 1 in normal stream number 1 362 Stream flow area = 1.679 (Ac .)
363 Runoff from this stream = 3.697 (CFS )
364 Time of concentration = 7.34 min .
365 Rainfall intensity = 6.789 (In /Hr )
366
367
368 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 369 Process from Point /Station 901.000 to Point /Station 902.000 370 **** INITIAL AREA EVALUATION ****
371 ______________________________________________________________________ 372 Decimal fraction soil group A = 0.000
373 Decimal fraction soil group B = 0.000
374 Decimal fraction soil group C = 0.000
375 Decimal fraction soil group D = 1.000
376 [UNDISTURBED NATURAL TERRAIN ]
377 (Permanent Open Space )
378 Impervious value , Ai = 0.000
379 Sub -Area C Value = 0.350
380 Initial subarea total flow distance = 97.000 (Ft .) 381 Highest elevation = 699.820 (Ft .)
382 Lowest elevation = 697.610 (Ft .)
383 Elevation difference = 2.210 (Ft .) Slope = 2.278 % 384 Top of Initial Area Slope adjusted by User to 3.619 % 385 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
386 The maximum overland flow distance is 100.00 (Ft ) 387 for the top area slope value of 3.62 %, in a development type of 388 Permanent Open Space
389 In Accordance With Figure 3-3
390 Initial Area Time of Concentration = 8.79 minutes 391 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 392 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 3.619^ (1/3)]= 8.79 393 Rainfall intensity (I) = 6.041 (In /Hr ) for a 100.0 year storm 394 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 395 Subarea runoff = 0.258 (CFS )
396 Total initial stream area = 0.122 (Ac .)
397
398
399 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 400 Process from Point /Station 902.000 to Point /Station 903.000 401 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 402 ______________________________________________________________________ 403 Upstream point /station elevation = 697.610 (Ft .) 404 Downstream point /station elevation = 673.150 (Ft .) 405 Pipe length = 43.00 (Ft .) Slope = 0.5688 Manning 's N = 0.013 406 No . of pipes = 1 Required pipe flow = 0.258 (CFS ) 407 Given pipe size = 24.00 (In .)
408 Calculated individual pipe flow = 0.258 (CFS )
409 Normal flow depth in pipe = 0.70 (In .)
410 Flow top width inside pipe = 8.07 (In .)
411 Critical Depth = 2.06 (In .)
412 Pipe flow velocity = 9.80 (Ft /s)
413 Travel time through pipe = 0.07 min .
414 Time of concentration (TC ) = 8.87 min .
415
416
417 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 418 Process from Point /Station 903.000 to Point /Station 904.000 419 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
420 ______________________________________________________________________ 421 Estimated mean flow rate at midpoint of channel = 0.827 (CFS ) 422 Depth of flow = 0.351 (Ft .), Average velocity = 6.710 (Ft /s) 423 ******* Irregular Channel Data ***********
424 ----------------------------------------------------------------- 425 Information entered for subchannel number 1 :
426 Point number 'X' coordinate 'Y' coordinate
427 1 0.00 1.00
428 2 1.00 0.00
429 3 2.00 1.00
430 Manning 's 'N' friction factor = 0.030
431 ----------------------------------------------------------------- 432 Sub -Channel flow = 0.827 (CFS )
433 ' ' flow top width = 0.702 (Ft .)
434 ' ' velocity = 6.710 (Ft /s)
435 ' ' area = 0.123 (Sq .Ft )
436 ' ' Froude number = 2.823
437
438 Upstream point elevation = 673.150 (Ft .)
439 Downstream point elevation = 626.610 (Ft .)
440 Flow length = 157.000 (Ft .)
441 Travel time = 0.39 min .
442 Time of concentration = 9.26 min .
443 Depth of flow = 0.351 (Ft .)
444 Average velocity = 6.710 (Ft /s)
445 Total irregular channel flow = 0.827 (CFS )
446 Irregular channel normal depth above invert elev . = 0.351 (Ft .) 447 Average velocity of channel (s) = 6.710 (Ft /s)
448 Adding area flow to channel
449 Rainfall intensity (I) = 5.844 (In /Hr ) for a 100.0 year storm 450 Decimal fraction soil group A = 0.000
451 Decimal fraction soil group B = 0.000
452 Decimal fraction soil group C = 0.000
453 Decimal fraction soil group D = 1.000
454 [UNDISTURBED NATURAL TERRAIN ]
455 (Permanent Open Space )
456 Impervious value , Ai = 0.000
457 Sub -Area C Value = 0.350
458 Rainfall intensity = 5.844 (In /Hr ) for a 100.0 year storm 459 Effective runoff coefficient used for total area
460 (Q=KCIA ) is C = 0.350 CA = 0.231
461 Subarea runoff = 1.092 (CFS ) for 0.538 (Ac .)
462 Total runoff = 1.350 (CFS ) Total area = 0.660 (Ac .) 463 Depth of flow = 0.422 (Ft .), Average velocity = 7.585 (Ft /s) 464
465
466 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 467 Process from Point /Station 904.000 to Point /Station 705.000 468 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 469 ______________________________________________________________________ 470 Upstream point /station elevation = 626.610 (Ft .) 471 Downstream point /station elevation = 600.300 (Ft .) 472 Pipe length = 306.00 (Ft .) Slope = 0.0860 Manning 's N = 0.013 473 No . of pipes = 1 Required pipe flow = 1.350 (CFS ) 474 Given pipe size = 18.00 (In .)
475 Calculated individual pipe flow = 1.350 (CFS )
476 Normal flow depth in pipe = 2.57 (In .)
477 Flow top width inside pipe = 12.59 (In .)
478 Critical Depth = 5.22 (In .)
479 Pipe flow velocity = 8.73 (Ft /s)
480 Travel time through pipe = 0.58 min .
481 Time of concentration (TC ) = 9.84 min .
482
483
484 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 485 Process from Point /Station 705.000 to Point /Station 705.000 486 **** CONFLUENCE OF MINOR STREAMS ****
487 ______________________________________________________________________ 488 Along Main Stream number : 1 in normal stream number 2 489 Stream flow area = 0.660 (Ac .)
490 Runoff from this stream = 1.350 (CFS )
491 Time of concentration = 9.84 min .
492 Rainfall intensity = 5.618 (In /Hr )
493 Summary of stream data :
494
495 Stream Flow rate TC Rainfall Intensity
496 No . ( CFS ) ( min ) ( In /Hr )
497
498
499 1 3.697 7.34 6.789
500 2 1.350 9.84 5.618
501 Qmax (1) =
502 1.000 * 1.000 * 3.697 ) +
503 1.000 * 0.746 * 1.350 ) + = 4.704
504 Qmax (2) =
505 0.828 * 1.000 * 3.697 ) +
506 1.000 * 1.000 * 1.350 ) + = 4.410
507
508 Total of 2 streams to confluence :
509 Flow rates before confluence point :
510 3.697 1.350
511 Maximum flow rates at confluence using above data :
512 4.704 4.410
513 Area of streams before confluence :
514 1.679 0.660
515 Results of confluence :
516 Total flow rate = 4.704 (CFS )
517 Time of concentration = 7.338 min .
518 Effective stream area after confluence = 2.339 (Ac .) 519 End of computations , total study area = 2.339 (Ac .) 520
521
522
1 2 San Diego County Rational Hydrology Program
3 4 CIVILCADD /CIVILDESIGN Engineering Software ,( c)1991 -2019 Version 9.1 5 6 Rational method hydrology program based on
7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date : 02 /06 /23
9 ------------------------------------------------------------------------ 10 11 22027 POST POC3
12 UPDATED
13 14 ------------------------------------------------------------------------ 15 ********* Hydrology Study Control Information ********** 16 17 ------------------------------------------------------------------------ 18 19
20 Program License Serial Number 6332
21 22 ------------------------------------------------------------------------ 23 Rational hydrology study storm event year is 100.0 24 English (in -lb ) input data Units used
25 26 Map data precipitation entered :
27 6 hour , precipitation (inches ) = 3.300
28 24 hour precipitation (inches ) = 5.600
29 P6 /P24 = 58.9%
30 San Diego hydrology manual 'C' values used
31 32
33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34 Process from Point /Station 1001.000 to Point /Station 1002.000 35 **** INITIAL AREA EVALUATION ****
36 ______________________________________________________________________ 37 Decimal fraction soil group A = 0.000
38 Decimal fraction soil group B = 0.000
39 Decimal fraction soil group C = 0.000
40 Decimal fraction soil group D = 1.000
41 [UNDISTURBED NATURAL TERRAIN ]
42 (Permanent Open Space )
43 Impervious value , Ai = 0.000
44 Sub -Area C Value = 0.350
45 Initial subarea total flow distance = 165.000 (Ft .) 46 Highest elevation = 763.850 (Ft .)
47 Lowest elevation = 749.000 (Ft .)
48 Elevation difference = 14.850 (Ft .) Slope = 9.000 % 49 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
50 The maximum overland flow distance is 100.00 (Ft ) 51 for the top area slope value of 9.00 %, in a development type of 52 Permanent Open Space
53 In Accordance With Figure 3-3
54 Initial Area Time of Concentration = 6.49 minutes
55 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 56 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 9.000^ (1/3)]= 6.49 57 Rainfall intensity (I) = 7.348 (In /Hr ) for a 100.0 year storm 58 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 59 Subarea runoff = 0.293 (CFS )
60 Total initial stream area = 0.114 (Ac .)
61 62
63 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 64 Process from Point /Station 1002.000 to Point /Station 1003.000 65 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
66 ______________________________________________________________________ 67 Estimated mean flow rate at midpoint of channel = 0.616 (CFS ) 68 Depth of flow = 0.326 (Ft .), Average velocity = 5.792 (Ft /s) 69 ******* Irregular Channel Data ***********
70 ----------------------------------------------------------------- 71 Information entered for subchannel number 1 :
72 Point number 'X' coordinate 'Y' coordinate
73 1 0.00 1.00
74 2 1.00 0.00
75 3 2.00 1.00
76 Manning 's 'N' friction factor = 0.023
77 ----------------------------------------------------------------- 78 Sub -Channel flow = 0.616 (CFS )
79 ' ' flow top width = 0.652 (Ft .)
80 ' ' velocity = 5.792 (Ft /s)
81 ' ' area = 0.106 (Sq .Ft )
82 ' ' Froude number = 2.528
83 84 Upstream point elevation = 749.000 (Ft .)
85 Downstream point elevation = 700.170 (Ft .)
86 Flow length = 341.000 (Ft .)
87 Travel time = 0.98 min .
88 Time of concentration = 7.47 min .
89 Depth of flow = 0.326 (Ft .)
90 Average velocity = 5.792 (Ft /s)
91 Total irregular channel flow = 0.616 (CFS )
92 Irregular channel normal depth above invert elev . = 0.326 (Ft .) 93 Average velocity of channel (s) = 5.792 (Ft /s)
94 Adding area flow to channel
95 Rainfall intensity (I) = 6.710 (In /Hr ) for a 100.0 year storm 96 Decimal fraction soil group A = 0.000
97 Decimal fraction soil group B = 0.000
98 Decimal fraction soil group C = 0.000
99 Decimal fraction soil group D = 1.000
100 [UNDISTURBED NATURAL TERRAIN ]
101 (Permanent Open Space )
102 Impervious value , Ai = 0.000
103 Sub -Area C Value = 0.350
104 Rainfall intensity = 6.710 (In /Hr ) for a 100.0 year storm 105 Effective runoff coefficient used for total area
106 (Q=KCIA ) is C = 0.350 CA = 0.128
107 Subarea runoff = 0.564 (CFS ) for 0.251 (Ac .)
108 Total runoff = 0.857 (CFS ) Total area = 0.365 (Ac .) 109 Depth of flow = 0.369 (Ft .), Average velocity = 6.291 (Ft /s) 110
111
112 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 113 Process from Point /Station 1003.000 to Point /Station 1003.000 114 **** CONFLUENCE OF MINOR STREAMS ****
115 ______________________________________________________________________ 116 Along Main Stream number : 1 in normal stream number 1 117 Stream flow area = 0.365 (Ac .)
118 Runoff from this stream = 0.857 (CFS )
119 Time of concentration = 7.47 min .
120 Rainfall intensity = 6.710 (In /Hr )
121
122
123 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 124 Process from Point /Station 1101.000 to Point /Station 1102.000 125 **** INITIAL AREA EVALUATION ****
126 ______________________________________________________________________ 127 Decimal fraction soil group A = 0.000
128 Decimal fraction soil group B = 0.000
129 Decimal fraction soil group C = 0.000
130 Decimal fraction soil group D = 1.000
131 [UNDISTURBED NATURAL TERRAIN ]
132 (Permanent Open Space )
133 Impervious value , Ai = 0.000
134 Sub -Area C Value = 0.350
135 Initial subarea total flow distance = 100.000 (Ft .) 136 Highest elevation = 738.850 (Ft .)
137 Lowest elevation = 714.230 (Ft .)
138 Elevation difference = 24.620 (Ft .) Slope = 24.620 % 139 Top of Initial Area Slope adjusted by User to 24.160 % 140 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
141 The maximum overland flow distance is 100.00 (Ft ) 142 for the top area slope value of 24.16 %, in a development type of 143 Permanent Open Space
144 In Accordance With Figure 3-3
145 Initial Area Time of Concentration = 4.67 minutes 146 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 147 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 24.160^ (1/3)]= 4.67 148 Calculated TC of 4.670 minutes is less than 5 minutes , 149 resetting TC to 5.0 minutes for rainfall intensity calculations 150 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 151 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 152 Subarea runoff = 0.289 (CFS )
153 Total initial stream area = 0.095 (Ac .)
154
155
156 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 157 Process from Point /Station 1102.000 to Point /Station 1103.000 158 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
159 ______________________________________________________________________ 160 Estimated mean flow rate at midpoint of channel = 1.585 (CFS ) 161 Depth of flow = 0.647 (Ft .), Average velocity = 3.784 (Ft /s) 162 ******* Irregular Channel Data ***********
163 ----------------------------------------------------------------- 164 Information entered for subchannel number 1 :
165 Point number 'X' coordinate 'Y' coordinate
166 1 0.00 1.00
167 2 1.00 0.00
168 3 2.00 1.00
169 Manning 's 'N' friction factor = 0.019
170 ----------------------------------------------------------------- 171 Sub -Channel flow = 1.585 (CFS )
172 ' ' flow top width = 1.295 (Ft .)
173 ' ' velocity = 3.784 (Ft /s)
174 ' ' area = 0.419 (Sq .Ft )
175 ' ' Froude number = 1.172
176
177 Upstream point elevation = 714.230 (Ft .)
178 Downstream point elevation = 707.250 (Ft .)
179 Flow length = 417.291 (Ft .)
180 Travel time = 1.84 min .
181 Time of concentration = 6.51 min .
182 Depth of flow = 0.647 (Ft .)
183 Average velocity = 3.784 (Ft /s)
184 Total irregular channel flow = 1.585 (CFS )
185 Irregular channel normal depth above invert elev . = 0.647 (Ft .) 186 Average velocity of channel (s) = 3.784 (Ft /s)
187 Adding area flow to channel
188 Rainfall intensity (I) = 7.336 (In /Hr ) for a 100.0 year storm 189 Decimal fraction soil group A = 0.000
190 Decimal fraction soil group B = 0.000
191 Decimal fraction soil group C = 0.000
192 Decimal fraction soil group D = 1.000
193 [UNDISTURBED NATURAL TERRAIN ]
194 (Permanent Open Space )
195 Impervious value , Ai = 0.000
196 Sub -Area C Value = 0.350
197 Rainfall intensity = 7.336 (In /Hr ) for a 100.0 year storm 198 Effective runoff coefficient used for total area
199 (Q=KCIA ) is C = 0.350 CA = 0.383
200 Subarea runoff = 2.522 (CFS ) for 1.000 (Ac .)
201 Total runoff = 2.811 (CFS ) Total area = 1.095 (Ac .) 202 Depth of flow = 0.802 (Ft .), Average velocity = 4.367 (Ft /s) 203
204
205 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 206 Process from Point /Station 1103.000 to Point /Station 1103.000 207 **** 6 HOUR HYDROGRAPH ****
208 ______________________________________________________________________ 209 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 210 Hydrograph Data - Section 6, San Diego County Hydrology manual , June 2003 211
212
213 Time of Concentration = 6.51
214 Basin Area = 1.46 Acres
215 6 Hour Rainfall = 3.300 Inches
216 Runoff Coefficient = 0.263
217 Peak Discharge = 2.81 CFS
218 Time (Min ) Discharge (CFS )
219 0 0.000
220 6 0.075
221 12 0.076
222 18 0.078
223 24 0.079
224 30 0.081
225 36 0.082
226 42 0.084
227 48 0.085
228 54 0.087
229 60 0.088
230 66 0.091
231 72 0.092
232 78 0.095
233 84 0.097
234 90 0.100
235 96 0.102
236 102 0.105
237 108 0.107
238 114 0.111
239 120 0.114
240 126 0.119
241 132 0.121
242 138 0.127
243 144 0.130
244 150 0.137
245 156 0.141
246 162 0.150
247 168 0.155
248 174 0.166
249 180 0.172
250 186 0.187
251 192 0.196
252 198 0.218
253 204 0.231
254 210 0.265
255 216 0.287
256 222 0.351
257 228 0.400
258 234 0.587
259 240 0.827
260 246 2.811
261 252 0.470
262 258 0.315
263 264 0.246
264 270 0.206
265 276 0.180
266 282 0.160
267 288 0.145
268 294 0.134
269 300 0.124
270 306 0.116
271 312 0.109
272 318 0.103
273 324 0.098
274 330 0.094
275 336 0.090
276 342 0.086
277 348 0.083
278 354 0.080
279 360 0.077
280 366 0.075
281 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 282 6 - H O U R S T O R M
283 R u n o f f H y d r o g r a p h
284 -------------------------------------------------------------------- 285 Hydrograph in 1 Minute intervals (( CFS ))
286
287 -------------------------------------------------------------------- 288 Time (h+m) Volume Ac .Ft Q (CFS ) 0 0.7 1.4 2.1 2.8 289 ----------------------------------------------------------------------- 290 0+ 0 0.0000 0.00 Q | | | |
291 0+ 1 0.0000 0.01 Q | | | |
292 0+ 2 0.0001 0.03 Q | | | |
293 0+ 3 0.0001 0.04 Q | | | |
294 0+ 4 0.0002 0.05 Q | | | |
295 0+ 5 0.0003 0.06 Q | | | |
296 0+ 6 0.0004 0.08 VQ | | | |
297 0+ 7 0.0005 0.08 VQ | | | |
298 0+ 8 0.0006 0.08 VQ | | | |
299 0+ 9 0.0007 0.08 VQ | | | |
300 0+10 0.0008 0.08 VQ | | | |
301 0+11 0.0009 0.08 VQ | | | |
302 0+12 0.0010 0.08 VQ | | | |
303 0+13 0.0011 0.08 VQ | | | |
304 0+14 0.0012 0.08 VQ | | | |
305 0+15 0.0013 0.08 VQ | | | |
306 0+16 0.0014 0.08 VQ | | | |
307 0+17 0.0015 0.08 VQ | | | |
308 0+18 0.0016 0.08 VQ | | | |
309 0+19 0.0017 0.08 VQ | | | |
310 0+20 0.0018 0.08 VQ | | | |
311 0+21 0.0020 0.08 VQ | | | |
312 0+22 0.0021 0.08 VQ | | | |
313 0+23 0.0022 0.08 VQ | | | |
314 0+24 0.0023 0.08 VQ | | | |
315 0+25 0.0024 0.08 VQ | | | |
316 0+26 0.0025 0.08 VQ | | | |
317 0+27 0.0026 0.08 |Q | | | |
318 0+28 0.0027 0.08 |Q | | | |
319 0+29 0.0028 0.08 |Q | | | |
320 0+30 0.0029 0.08 |Q | | | |
321 0+31 0.0030 0.08 |Q | | | |
322 0+32 0.0032 0.08 |Q | | | |
323 0+33 0.0033 0.08 |Q | | | |
324 0+34 0.0034 0.08 |Q | | | |
325 0+35 0.0035 0.08 |Q | | | |
326 0+36 0.0036 0.08 |Q | | | |
327 0+37 0.0037 0.08 |Q | | | |
328 0+38 0.0038 0.08 |Q | | | |
329 0+39 0.0040 0.08 |Q | | | |
330 0+40 0.0041 0.08 |Q | | | |
331 0+41 0.0042 0.08 |Q | | | |
332 0+42 0.0043 0.08 |Q | | | |
333 0+43 0.0044 0.08 |Q | | | |
334 0+44 0.0045 0.08 |Q | | | |
335 0+45 0.0046 0.08 |Q | | | |
336 0+46 0.0048 0.08 |Q | | | |
337 0+47 0.0049 0.08 |Q | | | |
338 0+48 0.0050 0.08 |Q | | | |
339 0+49 0.0051 0.09 |Q | | | |
340 0+50 0.0052 0.09 |QV | | | |
341 0+51 0.0053 0.09 |QV | | | |
342 0+52 0.0055 0.09 |QV | | | |
343 0+53 0.0056 0.09 |QV | | | |
344 0+54 0.0057 0.09 |QV | | | |
345 0+55 0.0058 0.09 |QV | | | |
346 0+56 0.0059 0.09 |QV | | | |
347 0+57 0.0061 0.09 |QV | | | |
348 0+58 0.0062 0.09 |QV | | | |
349 0+59 0.0063 0.09 |QV | | | |
350 1+ 0 0.0064 0.09 |QV | | | |
351 1+ 1 0.0066 0.09 |QV | | | |
352 1+ 2 0.0067 0.09 |QV | | | |
353 1+ 3 0.0068 0.09 |QV | | | |
354 1+ 4 0.0069 0.09 |QV | | | |
355 1+ 5 0.0071 0.09 |QV | | | |
356 1+ 6 0.0072 0.09 |QV | | | |
357 1+ 7 0.0073 0.09 |QV | | | |
358 1+ 8 0.0074 0.09 |QV | | | |
359 1+ 9 0.0076 0.09 |QV | | | |
360 1+10 0.0077 0.09 |QV | | | |
361 1+11 0.0078 0.09 |Q V | | | |
362 1+12 0.0079 0.09 |Q V | | | |
363 1+13 0.0081 0.09 |Q V | | | |
364 1+14 0.0082 0.09 |Q V | | | |
365 1+15 0.0083 0.09 |Q V | | | |
366 1+16 0.0084 0.09 |Q V | | | |
367 1+17 0.0086 0.09 |Q V | | | |
368 1+18 0.0087 0.10 |Q V | | | |
369 1+19 0.0088 0.10 |Q V | | | |
370 1+20 0.0090 0.10 |Q V | | | |
371 1+21 0.0091 0.10 |Q V | | | |
372 1+22 0.0092 0.10 |Q V | | | |
373 1+23 0.0094 0.10 |Q V | | | |
374 1+24 0.0095 0.10 |Q V | | | |
375 1+25 0.0096 0.10 |Q V | | | |
376 1+26 0.0098 0.10 |Q V | | | |
377 1+27 0.0099 0.10 |Q V | | | |
378 1+28 0.0100 0.10 |Q V | | | |
379 1+29 0.0102 0.10 |Q V | | | |
380 1+30 0.0103 0.10 |Q V | | | |
381 1+31 0.0105 0.10 |Q V | | | |
382 1+32 0.0106 0.10 |Q V | | | |
383 1+33 0.0107 0.10 |Q V | | | |
384 1+34 0.0109 0.10 |Q V | | | |
385 1+35 0.0110 0.10 |Q V | | | |
386 1+36 0.0112 0.10 |Q V | | | |
387 1+37 0.0113 0.10 |Q V | | | |
388 1+38 0.0114 0.10 |Q V | | | |
389 1+39 0.0116 0.10 |Q V | | | |
390 1+40 0.0117 0.10 |Q V | | | |
391 1+41 0.0119 0.10 |Q V | | | |
392 1+42 0.0120 0.11 |Q V | | | |
393 1+43 0.0122 0.11 |Q V | | | |
394 1+44 0.0123 0.11 |Q V | | | |
395 1+45 0.0124 0.11 |Q V | | | |
396 1+46 0.0126 0.11 |Q V | | | |
397 1+47 0.0127 0.11 |Q V | | | |
398 1+48 0.0129 0.11 |Q V | | | |
399 1+49 0.0130 0.11 |Q V | | | |
400 1+50 0.0132 0.11 |Q V | | | |
401 1+51 0.0133 0.11 |Q V | | | |
402 1+52 0.0135 0.11 |Q V | | | |
403 1+53 0.0136 0.11 |Q V | | | |
404 1+54 0.0138 0.11 |Q V | | | |
405 1+55 0.0139 0.11 |Q V | | | |
406 1+56 0.0141 0.11 |Q V | | | |
407 1+57 0.0143 0.11 |Q V | | | |
408 1+58 0.0144 0.11 |Q V | | | |
409 1+59 0.0146 0.11 |Q V | | | |
410 2+ 0 0.0147 0.11 |Q V | | | |
411 2+ 1 0.0149 0.11 |Q V | | | |
412 2+ 2 0.0150 0.12 |Q V | | | |
413 2+ 3 0.0152 0.12 |Q V | | | |
414 2+ 4 0.0154 0.12 |Q V | | | |
415 2+ 5 0.0155 0.12 |Q V | | | |
416 2+ 6 0.0157 0.12 |Q V | | | |
417 2+ 7 0.0158 0.12 |Q V | | | |
418 2+ 8 0.0160 0.12 |Q V | | | |
419 2+ 9 0.0162 0.12 |Q V | | | |
420 2+10 0.0163 0.12 |Q V | | | |
421 2+11 0.0165 0.12 |Q V | | | |
422 2+12 0.0167 0.12 |Q V | | | |
423 2+13 0.0168 0.12 |Q V | | | |
424 2+14 0.0170 0.12 |Q V | | | |
425 2+15 0.0172 0.12 |Q V | | | |
426 2+16 0.0174 0.13 |Q V | | | |
427 2+17 0.0175 0.13 |Q V | | | |
428 2+18 0.0177 0.13 |Q V | | | |
429 2+19 0.0179 0.13 |Q V | | | |
430 2+20 0.0181 0.13 |Q V | | | |
431 2+21 0.0182 0.13 |Q V | | | |
432 2+22 0.0184 0.13 |Q V | | | |
433 2+23 0.0186 0.13 |Q V | | | |
434 2+24 0.0188 0.13 |Q V | | | |
435 2+25 0.0190 0.13 |Q V | | | |
436 2+26 0.0191 0.13 |Q V | | | |
437 2+27 0.0193 0.13 |Q V | | | |
438 2+28 0.0195 0.13 |Q V | | | |
439 2+29 0.0197 0.14 |Q V | | | |
440 2+30 0.0199 0.14 |Q V | | | |
441 2+31 0.0201 0.14 |Q V | | | |
442 2+32 0.0203 0.14 |Q V | | | |
443 2+33 0.0205 0.14 |Q V | | | |
444 2+34 0.0206 0.14 |Q V | | | |
445 2+35 0.0208 0.14 |Q V | | | |
446 2+36 0.0210 0.14 | Q V | | | |
447 2+37 0.0212 0.14 | Q V | | | |
448 2+38 0.0214 0.14 | Q V | | | |
449 2+39 0.0216 0.15 | Q V | | | |
450 2+40 0.0218 0.15 | Q V | | | |
451 2+41 0.0220 0.15 | Q V | | | |
452 2+42 0.0222 0.15 | Q V | | | |
453 2+43 0.0225 0.15 | Q V | | | |
454 2+44 0.0227 0.15 | Q V | | | |
455 2+45 0.0229 0.15 | Q V | | | |
456 2+46 0.0231 0.15 | Q V | | | |
457 2+47 0.0233 0.15 | Q V | | | |
458 2+48 0.0235 0.15 | Q V | | | |
459 2+49 0.0237 0.16 | Q V | | | |
460 2+50 0.0239 0.16 | Q V | | | |
461 2+51 0.0242 0.16 | Q V | | | |
462 2+52 0.0244 0.16 | Q V | | | |
463 2+53 0.0246 0.16 | Q V | | | |
464 2+54 0.0248 0.17 | Q V | | | |
465 2+55 0.0251 0.17 | Q V | | | |
466 2+56 0.0253 0.17 | Q V | | | |
467 2+57 0.0255 0.17 | Q V | | | |
468 2+58 0.0258 0.17 | Q V | | | |
469 2+59 0.0260 0.17 | Q V | | |
470 3+ 0 0.0262 0.17 | Q V | | |
471 3+ 1 0.0265 0.17 | Q V | | |
472 3+ 2 0.0267 0.18 | Q V | | |
473 3+ 3 0.0270 0.18 | Q V | | |
474 3+ 4 0.0272 0.18 | Q V | | |
475 3+ 5 0.0275 0.18 | Q V | | |
476 3+ 6 0.0277 0.19 | Q V | | |
477 3+ 7 0.0280 0.19 | Q V | | |
478 3+ 8 0.0283 0.19 | Q V | | |
479 3+ 9 0.0285 0.19 | Q V | | |
480 3+10 0.0288 0.19 | Q |V | | |
481 3+11 0.0291 0.19 | Q |V | | |
482 3+12 0.0293 0.20 | Q |V | | |
483 3+13 0.0296 0.20 | Q |V | | |
484 3+14 0.0299 0.20 | Q |V | | |
485 3+15 0.0302 0.21 | Q |V | | |
486 3+16 0.0305 0.21 | Q |V | | |
487 3+17 0.0308 0.21 | Q |V | | |
488 3+18 0.0311 0.22 | Q |V | | |
489 3+19 0.0314 0.22 | Q | V | | |
490 3+20 0.0317 0.22 | Q | V | | |
491 3+21 0.0320 0.22 | Q | V | | |
492 3+22 0.0323 0.23 | Q | V | | |
493 3+23 0.0326 0.23 | Q | V | | |
494 3+24 0.0329 0.23 | Q | V | | |
495 3+25 0.0332 0.24 | Q | V | | |
496 3+26 0.0336 0.24 | Q | V | | |
497 3+27 0.0339 0.25 | Q | V | | |
498 3+28 0.0343 0.25 | Q | V | | |
499 3+29 0.0346 0.26 | Q | V | | |
500 3+30 0.0350 0.26 | Q | V | | |
501 3+31 0.0354 0.27 | Q | V | | |
502 3+32 0.0357 0.27 | Q | V | | |
503 3+33 0.0361 0.28 | Q | V | | |
504 3+34 0.0365 0.28 | Q | V | | |
505 3+35 0.0369 0.28 | Q | V | | |
506 3+36 0.0373 0.29 | Q | V | | |
507 3+37 0.0377 0.30 | Q | V | | |
508 3+38 0.0381 0.31 | Q | V | | |
509 3+39 0.0386 0.32 | Q | V | | |
510 3+40 0.0390 0.33 | Q | V | | |
511 3+41 0.0395 0.34 | Q | V | | |
512 3+42 0.0400 0.35 | Q | V | | |
513 3+43 0.0405 0.36 | Q | V | | |
514 3+44 0.0410 0.37 | Q | V | | |
515 3+45 0.0415 0.38 | Q | V | | |
516 3+46 0.0420 0.38 | Q | V | | |
517 3+47 0.0426 0.39 | Q | V | | |
518 3+48 0.0431 0.40 | Q | V | | |
519 3+49 0.0437 0.43 | Q | V | | |
520 3+50 0.0443 0.46 | Q | V | | |
521 3+51 0.0450 0.49 | Q | V | | |
522 3+52 0.0457 0.52 | Q | V | | |
523 3+53 0.0465 0.56 | Q | V | | |
524 3+54 0.0473 0.59 | Q | V | | |
525 3+55 0.0482 0.63 | Q | V | | |
526 3+56 0.0491 0.67 | Q| V | | |
527 3+57 0.0501 0.71 | Q V | | |
528 3+58 0.0511 0.75 | Q V | | |
529 3+59 0.0522 0.79 | | Q V | |
530 4+ 0 0.0533 0.83 | | Q V | |
531 4+ 1 0.0549 1.16 | | Q |V | |
532 4+ 2 0.0570 1.49 | | | Q | |
533 4+ 3 0.0595 1.82 | | | V Q | |
534 4+ 4 0.0624 2.15 | | | V Q |
535 4+ 5 0.0658 2.48 | | | V | Q |
536 4+ 6 0.0697 2.81 | | | V | Q
537 4+ 7 0.0730 2.42 | | | V | Q |
538 4+ 8 0.0758 2.03 | | | QV | |
539 4+ 9 0.0781 1.64 | | | Q V |
540 4+10 0.0798 1.25 | | Q | V |
541 4+11 0.0810 0.86 | | Q | | V |
542 4+12 0.0817 0.47 | Q | | | V |
543 4+13 0.0823 0.44 | Q | | | V |
544 4+14 0.0828 0.42 | Q | | | V |
545 4+15 0.0834 0.39 | Q | | | V |
546 4+16 0.0839 0.37 | Q | | | V |
547 4+17 0.0844 0.34 | Q | | | V |
548 4+18 0.0848 0.31 | Q | | | V |
549 4+19 0.0852 0.30 | Q | | | V |
550 4+20 0.0856 0.29 | Q | | | V |
551 4+21 0.0860 0.28 | Q | | | V |
552 4+22 0.0864 0.27 | Q | | | V |
553 4+23 0.0867 0.26 | Q | | | V |
554 4+24 0.0871 0.25 | Q | | | V |
555 4+25 0.0874 0.24 | Q | | | V |
556 4+26 0.0877 0.23 | Q | | | V |
557 4+27 0.0880 0.23 | Q | | | V |
558 4+28 0.0883 0.22 | Q | | | V |
559 4+29 0.0886 0.21 | Q | | | V |
560 4+30 0.0889 0.21 | Q | | | V |
561 4+31 0.0892 0.20 | Q | | | V |
562 4+32 0.0895 0.20 | Q | | | V |
563 4+33 0.0897 0.19 | Q | | | V |
564 4+34 0.0900 0.19 | Q | | | V |
565 4+35 0.0902 0.18 | Q | | | V |
566 4+36 0.0905 0.18 | Q | | | V |
567 4+37 0.0907 0.18 | Q | | | V |
568 4+38 0.0910 0.17 | Q | | | V |
569 4+39 0.0912 0.17 | Q | | | V |
570 4+40 0.0914 0.17 | Q | | | V |
571 4+41 0.0917 0.16 | Q | | | V |
572 4+42 0.0919 0.16 | Q | | | V |
573 4+43 0.0921 0.16 | Q | | | V |
574 4+44 0.0923 0.16 | Q | | | V |
575 4+45 0.0925 0.15 | Q | | | V |
576 4+46 0.0927 0.15 | Q | | | V |
577 4+47 0.0929 0.15 | Q | | | V |
578 4+48 0.0931 0.15 | Q | | | V |
579 4+49 0.0933 0.14 | Q | | | V |
580 4+50 0.0935 0.14 | Q | | | V |
581 4+51 0.0937 0.14 |Q | | | V |
582 4+52 0.0939 0.14 |Q | | | V |
583 4+53 0.0941 0.14 |Q | | | V |
584 4+54 0.0943 0.13 |Q | | | V |
585 4+55 0.0945 0.13 |Q | | | V |
586 4+56 0.0946 0.13 |Q | | | V |
587 4+57 0.0948 0.13 |Q | | | V |
588 4+58 0.0950 0.13 |Q | | | V |
589 4+59 0.0952 0.13 |Q | | | V |
590 5+ 0 0.0953 0.12 |Q | | | V |
591 5+ 1 0.0955 0.12 |Q | | | V |
592 5+ 2 0.0957 0.12 |Q | | | V |
593 5+ 3 0.0958 0.12 |Q | | | V |
594 5+ 4 0.0960 0.12 |Q | | | V |
595 5+ 5 0.0962 0.12 |Q | | | V |
596 5+ 6 0.0963 0.12 |Q | | | V |
597 5+ 7 0.0965 0.11 |Q | | | V |
598 5+ 8 0.0966 0.11 |Q | | | V |
599 5+ 9 0.0968 0.11 |Q | | | V |
600 5+10 0.0969 0.11 |Q | | | V |
601 5+11 0.0971 0.11 |Q | | | V |
602 5+12 0.0972 0.11 |Q | | | V |
603 5+13 0.0974 0.11 |Q | | | V |
604 5+14 0.0975 0.11 |Q | | | V |
605 5+15 0.0977 0.11 |Q | | | V |
606 5+16 0.0978 0.11 |Q | | | V |
607 5+17 0.0980 0.10 |Q | | | V |
608 5+18 0.0981 0.10 |Q | | | V |
609 5+19 0.0983 0.10 |Q | | | V |
610 5+20 0.0984 0.10 |Q | | | V |
611 5+21 0.0985 0.10 |Q | | | V |
612 5+22 0.0987 0.10 |Q | | | V |
613 5+23 0.0988 0.10 |Q | | | V |
614 5+24 0.0989 0.10 |Q | | | V |
615 5+25 0.0991 0.10 |Q | | | V |
616 5+26 0.0992 0.10 |Q | | | V |
617 5+27 0.0993 0.10 |Q | | | V |
618 5+28 0.0995 0.10 |Q | | | V |
619 5+29 0.0996 0.09 |Q | | | V |
620 5+30 0.0997 0.09 |Q | | | V |
621 5+31 0.0999 0.09 |Q | | | V |
622 5+32 0.1000 0.09 |Q | | | V |
623 5+33 0.1001 0.09 |Q | | | V |
624 5+34 0.1002 0.09 |Q | | | V |
625 5+35 0.1004 0.09 |Q | | | V |
626 5+36 0.1005 0.09 |Q | | | V |
627 5+37 0.1006 0.09 |Q | | | V |
628 5+38 0.1007 0.09 |Q | | | V |
629 5+39 0.1009 0.09 |Q | | | V |
630 5+40 0.1010 0.09 |Q | | | V |
631 5+41 0.1011 0.09 |Q | | | V |
632 5+42 0.1012 0.09 |Q | | | V |
633 5+43 0.1013 0.09 |Q | | | V|
634 5+44 0.1015 0.08 |Q | | | V|
635 5+45 0.1016 0.08 |Q | | | V|
636 5+46 0.1017 0.08 |Q | | | V|
637 5+47 0.1018 0.08 |Q | | | V|
638 5+48 0.1019 0.08 |Q | | | V|
639 5+49 0.1020 0.08 |Q | | | V|
640 5+50 0.1021 0.08 |Q | | | V|
641 5+51 0.1022 0.08 |Q | | | V|
642 5+52 0.1024 0.08 |Q | | | V|
643 5+53 0.1025 0.08 |Q | | | V|
644 5+54 0.1026 0.08 |Q | | | V|
645 5+55 0.1027 0.08 |Q | | | V|
646 5+56 0.1028 0.08 |Q | | | V|
647 5+57 0.1029 0.08 |Q | | | V|
648 5+58 0.1030 0.08 |Q | | | V|
649 5+59 0.1031 0.08 |Q | | | V|
650 6+ 0 0.1032 0.08 |Q | | | V|
651 6+ 1 0.1033 0.08 |Q | | | V|
652 6+ 2 0.1034 0.08 |Q | | | V|
653 6+ 3 0.1035 0.08 |Q | | | V|
654 6+ 4 0.1036 0.08 |Q | | | V|
655 6+ 5 0.1037 0.08 |Q | | | V|
656 6+ 6 0.1039 0.07 |Q | | | V
657 ----------------------------------------------------------------------- 658
659
660
661
662
663
664 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 665 Process from Point /Station 1103.000 to Point /Station 1003.000 666 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 667 ______________________________________________________________________ 668 Upstream point /station elevation = 707.250 (Ft .) 669 Downstream point /station elevation = 700.170 (Ft .) 670 Pipe length = 212.00 (Ft .) Slope = 0.0334 Manning 's N = 0.013 671 No . of pipes = 1 Required pipe flow = 2.811 (CFS ) 672 Given pipe size = 18.00 (In .)
673 Calculated individual pipe flow = 2.811 (CFS )
674 Normal flow depth in pipe = 4.65 (In .)
675 Flow top width inside pipe = 15.76 (In .)
676 Critical Depth = 7.64 (In .)
677 Pipe flow velocity = 7.76 (Ft /s)
678 Travel time through pipe = 0.46 min .
679 Time of concentration (TC ) = 6.96 min .
680
681
682 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 683 Process from Point /Station 1003.000 to Point /Station 1003.000 684 **** CONFLUENCE OF MINOR STREAMS ****
685 ______________________________________________________________________ 686 Along Main Stream number : 1 in normal stream number 2 687 Stream flow area = 1.095 (Ac .)
688 Runoff from this stream = 2.811 (CFS )
689 Time of concentration = 6.96 min .
690 Rainfall intensity = 7.022 (In /Hr )
691 Summary of stream data :
692
693 Stream Flow rate TC Rainfall Intensity
694 No . ( CFS ) ( min ) ( In /Hr )
695
696
697 1 0.857 7.47 6.710
698 2 2.811 6.96 7.022
699 Qmax (1) =
700 1.000 * 1.000 * 0.857 ) +
701 0.956 * 1.000 * 2.811 ) + = 3.544
702 Qmax (2) =
703 1.000 * 0.932 * 0.857 ) +
704 1.000 * 1.000 * 2.811 ) + = 3.610
705
706 Total of 2 streams to confluence :
707 Flow rates before confluence point :
708 0.857 2.811
709 Maximum flow rates at confluence using above data :
710 3.544 3.610
711 Area of streams before confluence :
712 0.365 1.095
713 Results of confluence :
714 Total flow rate = 3.610 (CFS )
715 Time of concentration = 6.963 min .
716 Effective stream area after confluence = 1.460 (Ac .) 717
718
719 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 720 Process from Point /Station 1003.000 to Point /Station 1004.000 721 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
722 ______________________________________________________________________ 723 Depth of flow = 0.605 (Ft .), Average velocity = 9.870 (Ft /s) 724 ******* Irregular Channel Data ***********
725 ----------------------------------------------------------------- 726 Information entered for subchannel number 1 :
727 Point number 'X' coordinate 'Y' coordinate
728 1 0.00 1.00
729 2 1.00 0.00
730 3 2.00 1.00
731 Manning 's 'N' friction factor = 0.030
732 ----------------------------------------------------------------- 733 Sub -Channel flow = 3.610 (CFS )
734 ' ' flow top width = 1.210 (Ft .)
735 ' ' velocity = 9.870 (Ft /s)
736 ' ' area = 0.366 (Sq .Ft )
737 ' ' Froude number = 3.163
738
739 Upstream point elevation = 696.870 (Ft .)
740 Downstream point elevation = 651.540 (Ft .)
741 Flow length = 146.000 (Ft .)
742 Travel time = 0.25 min .
743 Time of concentration = 7.21 min .
744 Depth of flow = 0.605 (Ft .)
745 Average velocity = 9.870 (Ft /s)
746 Total irregular channel flow = 3.610 (CFS )
747 Irregular channel normal depth above invert elev . = 0.605 (Ft .) 748 Average velocity of channel (s) = 9.870 (Ft /s)
749
750
751 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 752 Process from Point /Station 1005.000 to Point /Station 1006.000 753 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
754 ______________________________________________________________________ 755 Depth of flow = 0.590 (Ft .), Average velocity = 10.366 (Ft /s) 756 ******* Irregular Channel Data ***********
757 ----------------------------------------------------------------- 758 Information entered for subchannel number 1 :
759 Point number 'X' coordinate 'Y' coordinate
760 1 0.00 1.00
761 2 1.00 0.00
762 3 2.00 1.00
763 Manning 's 'N' friction factor = 0.030
764 ----------------------------------------------------------------- 765 Sub -Channel flow = 3.610 (CFS )
766 ' ' flow top width = 1.180 (Ft .)
767 ' ' velocity = 10.366 (Ft /s)
768 ' ' area = 0.348 (Sq .Ft )
769 ' ' Froude number = 3.363
770
771 Upstream point elevation = 680.820 (Ft .)
772 Downstream point elevation = 600.490 (Ft .)
773 Flow length = 227.000 (Ft .)
774 Travel time = 0.36 min .
775 Time of concentration = 7.57 min .
776 Depth of flow = 0.590 (Ft .)
777 Average velocity = 10.366 (Ft /s)
778 Total irregular channel flow = 3.610 (CFS )
779 Irregular channel normal depth above invert elev . = 0.590 (Ft .) 780 Average velocity of channel (s) = 10.366 (Ft /s)
781 End of computations , total study area = 1.460 (Ac .) 782
783
784
6c. CivilD Mitigated Post-Development Calculations
1 2 San Diego County Rational Hydrology Program
3 4 CIVILCADD /CIVILDESIGN Engineering Software ,( c)1991 -2019 Version 9.1 5 6 Rational method hydrology program based on
7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date : 02 /07 /23
9 ------------------------------------------------------------------------ 10 22027 POST POC1
11 MITIGATION PART 1
12 13
14 ------------------------------------------------------------------------ 15 ********* Hydrology Study Control Information ********** 16 17 ------------------------------------------------------------------------ 18 19
20 Program License Serial Number 6332
21 22 ------------------------------------------------------------------------ 23 Rational hydrology study storm event year is 100.0 24 English (in -lb ) input data Units used
25 26 Map data precipitation entered :
27 6 hour , precipitation (inches ) = 3.300
28 24 hour precipitation (inches ) = 5.600
29 P6 /P24 = 58.9%
30 San Diego hydrology manual 'C' values used
31 32
33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34 Process from Point /Station 101.000 to Point /Station 103.000 35 **** USER DEFINED FLOW INFORMATION AT A POINT **** 36 ______________________________________________________________________ 37 User specified 'C' value of 0.789 given for subarea 38 Rainfall intensity (I) = 5.708 (In /Hr ) for a 100.0 year storm 39 User specified values are as follows :
40 TC = 9.60 min . Rain intensity = 5.71 (In /Hr )
41 Total area = 2.300 (Ac .) Total runoff = 10.357 (CFS ) 42 43
44 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 45 Process from Point /Station 104.000 to Point /Station 104.000 46 **** SUBAREA FLOW ADDITION ****
47 ______________________________________________________________________ 48 Rainfall intensity (I) = 5.708 (In /Hr ) for a 100.0 year storm 49 Decimal fraction soil group A = 0.000
50 Decimal fraction soil group B = 0.000
51 Decimal fraction soil group C = 0.000
52 Decimal fraction soil group D = 1.000
53 [UNDISTURBED NATURAL TERRAIN ]
54 (Permanent Open Space )
55 Impervious value , Ai = 0.000
56 Sub -Area C Value = 0.350
57 Time of concentration = 9.60 min .
58 Rainfall intensity = 5.708 (In /Hr ) for a 100.0 year storm 59 Effective runoff coefficient used for total area
60 (Q=KCIA ) is C = 0.744 CA = 1.906
61 Subarea runoff = 0.522 (CFS ) for 0.260 (Ac .)
62 Total runoff = 10.879 (CFS ) Total area = 2.560 (Ac .) 63 64
65 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 66 Process from Point /Station 104.000 to Point /Station 104.000 67 **** SUBAREA FLOW ADDITION ****
68 ______________________________________________________________________ 69 Rainfall intensity (I) = 5.708 (In /Hr ) for a 100.0 year storm 70 Decimal fraction soil group A = 0.000
71 Decimal fraction soil group B = 0.000
72 Decimal fraction soil group C = 0.000
73 Decimal fraction soil group D = 1.000
74 [HIGH DENSITY RESIDENTIAL ]
75 (43.0 DU /A or Less )
76 Impervious value , Ai = 0.800
77 Sub -Area C Value = 0.790
78 Time of concentration = 9.60 min .
79 Rainfall intensity = 5.708 (In /Hr ) for a 100.0 year storm 80 Effective runoff coefficient used for total area
81 (Q=KCIA ) is C = 0.749 CA = 2.130
82 Subarea runoff = 1.281 (CFS ) for 0.284 (Ac .)
83 Total runoff = 12.159 (CFS ) Total area = 2.844 (Ac .) 84 85
86 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 87 Process from Point /Station 104.000 to Point /Station 104.000 88 **** 6 HOUR HYDROGRAPH ****
89 ______________________________________________________________________ 90 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 91 Hydrograph Data - Section 6, San Diego County Hydrology manual , June 2003 92 93
94 Time of Concentration = 9.60
95 Basin Area = 2.84 Acres
96 6 Hour Rainfall = 3.300 Inches
97 Runoff Coefficient = 0.749
98 Peak Discharge = 12.16 CFS
99 Time (Min ) Discharge (CFS )
100 0 0.000
101 9 0.413
102 18 0.427
103 27 0.434
104 36 0.450
105 45 0.459
106 54 0.477
107 63 0.486
108 72 0.507
109 81 0.519
110 90 0.544
111 99 0.557
112 108 0.587
113 117 0.604
114 126 0.641
115 135 0.663
116 144 0.710
117 153 0.738
118 162 0.802
119 171 0.840
120 180 0.932
121 189 0.988
122 198 1.132
123 207 1.228
124 216 1.501
125 225 1.709
126 234 2.510
127 243 3.537
128 252 12.159
129 261 2.013
130 270 1.347
131 279 1.054
132 288 0.883
133 297 0.768
134 306 0.685
135 315 0.622
136 324 0.572
137 333 0.531
138 342 0.496
139 351 0.467
140 360 0.442
141 369 0.420
142 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 143 6 - H O U R S T O R M
144 R u n o f f H y d r o g r a p h
145 -------------------------------------------------------------------- 146 Hydrograph in 1 Minute intervals (( CFS ))
147
148 -------------------------------------------------------------------- 149 Time (h+m) Volume Ac .Ft Q (CFS ) 0 3.0 6.1 9.1 12.2 150 ----------------------------------------------------------------------- 151 0+ 0 0.0000 0.00 Q | | | |
152 0+ 1 0.0001 0.05 Q | | | |
153 0+ 2 0.0002 0.09 Q | | | |
154 0+ 3 0.0004 0.14 Q | | | |
155 0+ 4 0.0006 0.18 Q | | | |
156 0+ 5 0.0009 0.23 Q | | | |
157 0+ 6 0.0013 0.28 Q | | | |
158 0+ 7 0.0018 0.32 VQ | | | |
159 0+ 8 0.0023 0.37 VQ | | | |
160 0+ 9 0.0028 0.41 VQ | | | |
161 0+10 0.0034 0.41 VQ | | | |
162 0+11 0.0040 0.42 VQ | | | |
163 0+12 0.0046 0.42 VQ | | | |
164 0+13 0.0051 0.42 VQ | | | |
165 0+14 0.0057 0.42 VQ | | | |
166 0+15 0.0063 0.42 VQ | | | |
167 0+16 0.0069 0.42 VQ | | | |
168 0+17 0.0075 0.43 VQ | | | |
169 0+18 0.0081 0.43 VQ | | | |
170 0+19 0.0087 0.43 VQ | | | |
171 0+20 0.0092 0.43 VQ | | | |
172 0+21 0.0098 0.43 VQ | | | |
173 0+22 0.0104 0.43 VQ | | | |
174 0+23 0.0110 0.43 VQ | | | |
175 0+24 0.0116 0.43 VQ | | | |
176 0+25 0.0122 0.43 VQ | | | |
177 0+26 0.0128 0.43 VQ | | | |
178 0+27 0.0134 0.43 VQ | | | |
179 0+28 0.0140 0.44 VQ | | | |
180 0+29 0.0146 0.44 |Q | | | |
181 0+30 0.0152 0.44 |Q | | | |
182 0+31 0.0158 0.44 |Q | | | |
183 0+32 0.0164 0.44 |Q | | | |
184 0+33 0.0171 0.44 |Q | | | |
185 0+34 0.0177 0.45 |Q | | | |
186 0+35 0.0183 0.45 |Q | | | |
187 0+36 0.0189 0.45 |Q | | | |
188 0+37 0.0195 0.45 |Q | | | |
189 0+38 0.0202 0.45 |Q | | | |
190 0+39 0.0208 0.45 |Q | | | |
191 0+40 0.0214 0.45 |Q | | | |
192 0+41 0.0220 0.45 |Q | | | |
193 0+42 0.0227 0.46 |Q | | | |
194 0+43 0.0233 0.46 |Q | | | |
195 0+44 0.0239 0.46 |Q | | | |
196 0+45 0.0245 0.46 |Q | | | |
197 0+46 0.0252 0.46 |Q | | | |
198 0+47 0.0258 0.46 |Q | | | |
199 0+48 0.0265 0.46 |Q | | | |
200 0+49 0.0271 0.47 |Q | | | |
201 0+50 0.0277 0.47 |Q | | | |
202 0+51 0.0284 0.47 |Q | | | |
203 0+52 0.0290 0.47 |QV | | | |
204 0+53 0.0297 0.47 |QV | | | |
205 0+54 0.0304 0.48 |QV | | | |
206 0+55 0.0310 0.48 |QV | | | |
207 0+56 0.0317 0.48 |QV | | | |
208 0+57 0.0323 0.48 |QV | | | |
209 0+58 0.0330 0.48 |QV | | | |
210 0+59 0.0337 0.48 |QV | | | |
211 1+ 0 0.0343 0.48 |QV | | | |
212 1+ 1 0.0350 0.48 |QV | | | |
213 1+ 2 0.0357 0.49 |QV | | | |
214 1+ 3 0.0363 0.49 |QV | | | |
215 1+ 4 0.0370 0.49 |QV | | | |
216 1+ 5 0.0377 0.49 |QV | | | |
217 1+ 6 0.0384 0.49 |QV | | | |
218 1+ 7 0.0390 0.50 |QV | | | |
219 1+ 8 0.0397 0.50 |QV | | | |
220 1+ 9 0.0404 0.50 |QV | | | |
221 1+10 0.0411 0.50 |QV | | | |
222 1+11 0.0418 0.50 |QV | | | |
223 1+12 0.0425 0.51 |QV | | | |
224 1+13 0.0432 0.51 |QV | | | |
225 1+14 0.0439 0.51 |Q V | | | |
226 1+15 0.0446 0.51 |Q V | | | |
227 1+16 0.0453 0.51 |Q V | | | |
228 1+17 0.0460 0.51 |Q V | | | |
229 1+18 0.0467 0.51 |Q V | | | |
230 1+19 0.0474 0.52 |Q V | | | |
231 1+20 0.0482 0.52 |Q V | | | |
232 1+21 0.0489 0.52 |Q V | | | |
233 1+22 0.0496 0.52 |Q V | | | |
234 1+23 0.0503 0.52 |Q V | | | |
235 1+24 0.0510 0.53 |Q V | | | |
236 1+25 0.0518 0.53 |Q V | | | |
237 1+26 0.0525 0.53 |Q V | | | |
238 1+27 0.0532 0.54 |Q V | | | |
239 1+28 0.0540 0.54 |Q V | | | |
240 1+29 0.0547 0.54 |Q V | | | |
241 1+30 0.0555 0.54 |Q V | | | |
242 1+31 0.0562 0.55 |Q V | | | |
243 1+32 0.0570 0.55 |Q V | | | |
244 1+33 0.0577 0.55 |Q V | | | |
245 1+34 0.0585 0.55 |Q V | | | |
246 1+35 0.0592 0.55 |Q V | | | |
247 1+36 0.0600 0.55 |Q V | | | |
248 1+37 0.0608 0.55 |Q V | | | |
249 1+38 0.0615 0.56 |Q V | | | |
250 1+39 0.0623 0.56 |Q V | | | |
251 1+40 0.0631 0.56 |Q V | | | |
252 1+41 0.0638 0.56 |Q V | | | |
253 1+42 0.0646 0.57 |Q V | | | |
254 1+43 0.0654 0.57 |Q V | | | |
255 1+44 0.0662 0.57 |Q V | | | |
256 1+45 0.0670 0.58 |Q V | | | |
257 1+46 0.0678 0.58 |Q V | | | |
258 1+47 0.0686 0.58 |Q V | | | |
259 1+48 0.0694 0.59 |Q V | | | |
260 1+49 0.0702 0.59 |Q V | | | |
261 1+50 0.0710 0.59 |Q V | | | |
262 1+51 0.0719 0.59 |Q V | | | |
263 1+52 0.0727 0.59 |Q V | | | |
264 1+53 0.0735 0.60 |Q V | | | |
265 1+54 0.0743 0.60 |Q V | | | |
266 1+55 0.0752 0.60 |Q V | | | |
267 1+56 0.0760 0.60 |Q V | | | |
268 1+57 0.0768 0.60 |Q V | | | |
269 1+58 0.0776 0.61 | Q V | | | |
270 1+59 0.0785 0.61 | Q V | | | |
271 2+ 0 0.0793 0.62 | Q V | | | |
272 2+ 1 0.0802 0.62 | Q V | | | |
273 2+ 2 0.0811 0.62 | Q V | | | |
274 2+ 3 0.0819 0.63 | Q V | | | |
275 2+ 4 0.0828 0.63 | Q V | | | |
276 2+ 5 0.0837 0.64 | Q V | | | |
277 2+ 6 0.0846 0.64 | Q V | | | |
278 2+ 7 0.0854 0.64 | Q V | | | |
279 2+ 8 0.0863 0.65 | Q V | | | |
280 2+ 9 0.0872 0.65 | Q V | | | |
281 2+10 0.0881 0.65 | Q V | | | |
282 2+11 0.0890 0.65 | Q V | | | |
283 2+12 0.0899 0.66 | Q V | | | |
284 2+13 0.0908 0.66 | Q V | | | |
285 2+14 0.0917 0.66 | Q V | | | |
286 2+15 0.0927 0.66 | Q V | | | |
287 2+16 0.0936 0.67 | Q V | | | |
288 2+17 0.0945 0.67 | Q V | | | |
289 2+18 0.0954 0.68 | Q V | | | |
290 2+19 0.0964 0.68 | Q V | | | |
291 2+20 0.0973 0.69 | Q V | | | |
292 2+21 0.0983 0.69 | Q V | | | |
293 2+22 0.0992 0.70 | Q V | | | |
294 2+23 0.1002 0.71 | Q V | | | |
295 2+24 0.1012 0.71 | Q V | | | |
296 2+25 0.1022 0.71 | Q V | | | |
297 2+26 0.1032 0.72 | Q V | | | |
298 2+27 0.1042 0.72 | Q V | | | |
299 2+28 0.1052 0.72 | Q V | | | |
300 2+29 0.1062 0.73 | Q V | | | |
301 2+30 0.1072 0.73 | Q V | | | |
302 2+31 0.1082 0.73 | Q V | | | |
303 2+32 0.1092 0.73 | Q V | | | |
304 2+33 0.1102 0.74 | Q V | | | |
305 2+34 0.1112 0.75 | Q V | | | |
306 2+35 0.1123 0.75 | Q V | | | |
307 2+36 0.1133 0.76 | Q V | | | |
308 2+37 0.1144 0.77 | Q V | | | |
309 2+38 0.1154 0.77 | Q V | | | |
310 2+39 0.1165 0.78 | Q V | | | |
311 2+40 0.1176 0.79 | Q V | | | |
312 2+41 0.1187 0.79 | Q V | | | |
313 2+42 0.1198 0.80 | Q V | | | |
314 2+43 0.1209 0.81 | Q V | | | |
315 2+44 0.1220 0.81 | Q V | | | |
316 2+45 0.1231 0.81 | Q V | | | |
317 2+46 0.1243 0.82 | Q V | | | |
318 2+47 0.1254 0.82 | Q V | | | |
319 2+48 0.1265 0.83 | Q V | | | |
320 2+49 0.1277 0.83 | Q V | | | |
321 2+50 0.1288 0.84 | Q V | | | |
322 2+51 0.1300 0.84 | Q V | | | |
323 2+52 0.1312 0.85 | Q V | | | |
324 2+53 0.1323 0.86 | Q V | | | |
325 2+54 0.1335 0.87 | Q V | | | |
326 2+55 0.1348 0.88 | Q V | | | |
327 2+56 0.1360 0.89 | Q V | | | |
328 2+57 0.1372 0.90 | Q V | | | |
329 2+58 0.1385 0.91 | Q V | | | |
330 2+59 0.1397 0.92 | Q V | | | |
331 3+ 0 0.1410 0.93 | Q V | | | |
332 3+ 1 0.1423 0.94 | Q V | | | |
333 3+ 2 0.1436 0.94 | Q V | | | |
334 3+ 3 0.1449 0.95 | Q V | | |
335 3+ 4 0.1463 0.96 | Q V | | |
336 3+ 5 0.1476 0.96 | Q V | | |
337 3+ 6 0.1489 0.97 | Q V | | |
338 3+ 7 0.1503 0.98 | Q V | | |
339 3+ 8 0.1516 0.98 | Q V | | |
340 3+ 9 0.1530 0.99 | Q V | | |
341 3+10 0.1544 1.00 | Q V | | |
342 3+11 0.1558 1.02 | Q V | | |
343 3+12 0.1572 1.04 | Q V | | |
344 3+13 0.1586 1.05 | Q V | | |
345 3+14 0.1601 1.07 | Q |V | | |
346 3+15 0.1616 1.08 | Q |V | | |
347 3+16 0.1631 1.10 | Q |V | | |
348 3+17 0.1647 1.12 | Q |V | | |
349 3+18 0.1662 1.13 | Q |V | | |
350 3+19 0.1678 1.14 | Q |V | | |
351 3+20 0.1694 1.15 | Q |V | | |
352 3+21 0.1710 1.16 | Q |V | | |
353 3+22 0.1726 1.17 | Q |V | | |
354 3+23 0.1742 1.19 | Q | V | | |
355 3+24 0.1759 1.20 | Q | V | | |
356 3+25 0.1775 1.21 | Q | V | | |
357 3+26 0.1792 1.22 | Q | V | | |
358 3+27 0.1809 1.23 | Q | V | | |
359 3+28 0.1826 1.26 | Q | V | | |
360 3+29 0.1844 1.29 | Q | V | | |
361 3+30 0.1862 1.32 | Q | V | | |
362 3+31 0.1881 1.35 | Q | V | | |
363 3+32 0.1900 1.38 | Q | V | | |
364 3+33 0.1919 1.41 | Q | V | | |
365 3+34 0.1939 1.44 | Q | V | | |
366 3+35 0.1959 1.47 | Q | V | | |
367 3+36 0.1980 1.50 | Q | V | | |
368 3+37 0.2001 1.52 | Q | V | | |
369 3+38 0.2022 1.55 | Q | V | | |
370 3+39 0.2044 1.57 | Q | V | | |
371 3+40 0.2066 1.59 | Q | V | | |
372 3+41 0.2088 1.62 | Q | V | | |
373 3+42 0.2111 1.64 | Q | V | | |
374 3+43 0.2134 1.66 | Q | V | | |
375 3+44 0.2157 1.69 | Q | V | | |
376 3+45 0.2180 1.71 | Q | V | | |
377 3+46 0.2205 1.80 | Q | V | | |
378 3+47 0.2231 1.89 | Q | V | | |
379 3+48 0.2258 1.98 | Q | V | | |
380 3+49 0.2287 2.07 | Q | V | | |
381 3+50 0.2317 2.15 | Q | V | | |
382 3+51 0.2348 2.24 | Q | V | | |
383 3+52 0.2380 2.33 | Q | V | | |
384 3+53 0.2413 2.42 | Q | V | | |
385 3+54 0.2448 2.51 | Q | V | | |
386 3+55 0.2484 2.62 | Q | V | | |
387 3+56 0.2521 2.74 | Q| V | | |
388 3+57 0.2561 2.85 | Q| V | | |
389 3+58 0.2602 2.97 | Q| V | | |
390 3+59 0.2644 3.08 | Q V | | |
391 4+ 0 0.2688 3.19 | Q V | | |
392 4+ 1 0.2734 3.31 | Q V | | |
393 4+ 2 0.2781 3.42 | | Q V | | |
394 4+ 3 0.2829 3.54 | | Q V | | |
395 4+ 4 0.2891 4.49 | | Q V | | |
396 4+ 5 0.2966 5.45 | | Q V | |
397 4+ 6 0.3055 6.41 | | | Q | |
398 4+ 7 0.3156 7.37 | | | V Q | |
399 4+ 8 0.3271 8.33 | | | V Q | |
400 4+ 9 0.3399 9.29 | | | V Q |
401 4+10 0.3540 10.24 | | | V | Q |
402 4+11 0.3694 11.20 | | | V | Q |
403 4+12 0.3862 12.16 | | | V | Q
404 4+13 0.4014 11.03 | | | V | Q |
405 4+14 0.4150 9.90 | | | V | Q |
406 4+15 0.4271 8.78 | | | QV | |
407 4+16 0.4376 7.65 | | | Q V |
408 4+17 0.4466 6.52 | | | Q V |
409 4+18 0.4540 5.40 | | Q | | V |
410 4+19 0.4599 4.27 | | Q | | V |
411 4+20 0.4643 3.14 | Q | | V |
412 4+21 0.4670 2.01 | Q | | | V |
413 4+22 0.4697 1.94 | Q | | | V |
414 4+23 0.4723 1.87 | Q | | | V |
415 4+24 0.4747 1.79 | Q | | | V |
416 4+25 0.4771 1.72 | Q | | | V |
417 4+26 0.4794 1.64 | Q | | | V |
418 4+27 0.4815 1.57 | Q | | | V |
419 4+28 0.4836 1.49 | Q | | | V |
420 4+29 0.4855 1.42 | Q | | | V |
421 4+30 0.4874 1.35 | Q | | | V |
422 4+31 0.4892 1.31 | Q | | | V |
423 4+32 0.4910 1.28 | Q | | | V |
424 4+33 0.4927 1.25 | Q | | | V |
425 4+34 0.4944 1.22 | Q | | | V |
426 4+35 0.4960 1.18 | Q | | | V |
427 4+36 0.4976 1.15 | Q | | | V |
428 4+37 0.4991 1.12 | Q | | | V |
429 4+38 0.5006 1.09 | Q | | | V |
430 4+39 0.5021 1.05 | Q | | | V |
431 4+40 0.5035 1.03 | Q | | | V |
432 4+41 0.5049 1.02 | Q | | | V |
433 4+42 0.5063 1.00 | Q | | | V |
434 4+43 0.5076 0.98 | Q | | | V |
435 4+44 0.5089 0.96 | Q | | | V |
436 4+45 0.5102 0.94 | Q | | | V |
437 4+46 0.5115 0.92 | Q | | | V |
438 4+47 0.5127 0.90 | Q | | | V |
439 4+48 0.5140 0.88 | Q | | | V |
440 4+49 0.5152 0.87 | Q | | | V |
441 4+50 0.5163 0.86 | Q | | | V |
442 4+51 0.5175 0.84 | Q | | | V |
443 4+52 0.5186 0.83 | Q | | | V |
444 4+53 0.5198 0.82 | Q | | | V |
445 4+54 0.5209 0.81 | Q | | | V |
446 4+55 0.5220 0.79 | Q | | | V |
447 4+56 0.5231 0.78 | Q | | | V |
448 4+57 0.5241 0.77 | Q | | | V |
449 4+58 0.5252 0.76 | Q | | | V |
450 4+59 0.5262 0.75 | Q | | | V |
451 5+ 0 0.5272 0.74 | Q | | | V |
452 5+ 1 0.5282 0.73 | Q | | | V |
453 5+ 2 0.5292 0.72 | Q | | | V |
454 5+ 3 0.5302 0.71 | Q | | | V |
455 5+ 4 0.5312 0.70 | Q | | | V |
456 5+ 5 0.5321 0.69 | Q | | | V |
457 5+ 6 0.5331 0.69 | Q | | | V |
458 5+ 7 0.5340 0.68 | Q | | | V |
459 5+ 8 0.5349 0.67 | Q | | | V |
460 5+ 9 0.5358 0.66 | Q | | | V |
461 5+10 0.5367 0.66 | Q | | | V |
462 5+11 0.5376 0.65 | Q | | | V |
463 5+12 0.5385 0.64 | Q | | | V |
464 5+13 0.5394 0.64 | Q | | | V |
465 5+14 0.5403 0.63 | Q | | | V |
466 5+15 0.5411 0.62 | Q | | | V |
467 5+16 0.5420 0.62 | Q | | | V |
468 5+17 0.5428 0.61 | Q | | | V |
469 5+18 0.5437 0.61 |Q | | | V |
470 5+19 0.5445 0.60 |Q | | | V |
471 5+20 0.5453 0.59 |Q | | | V |
472 5+21 0.5461 0.59 |Q | | | V |
473 5+22 0.5469 0.58 |Q | | | V |
474 5+23 0.5477 0.58 |Q | | | V |
475 5+24 0.5485 0.57 |Q | | | V |
476 5+25 0.5493 0.57 |Q | | | V |
477 5+26 0.5501 0.56 |Q | | | V |
478 5+27 0.5508 0.56 |Q | | | V |
479 5+28 0.5516 0.55 |Q | | | V |
480 5+29 0.5523 0.55 |Q | | | V |
481 5+30 0.5531 0.54 |Q | | | V |
482 5+31 0.5538 0.54 |Q | | | V |
483 5+32 0.5546 0.54 |Q | | | V |
484 5+33 0.5553 0.53 |Q | | | V |
485 5+34 0.5560 0.53 |Q | | | V |
486 5+35 0.5567 0.52 |Q | | | V |
487 5+36 0.5575 0.52 |Q | | | V |
488 5+37 0.5582 0.52 |Q | | | V |
489 5+38 0.5589 0.51 |Q | | | V |
490 5+39 0.5596 0.51 |Q | | | V |
491 5+40 0.5603 0.50 |Q | | | V |
492 5+41 0.5610 0.50 |Q | | | V |
493 5+42 0.5616 0.50 |Q | | | V |
494 5+43 0.5623 0.49 |Q | | | V |
495 5+44 0.5630 0.49 |Q | | | V |
496 5+45 0.5637 0.49 |Q | | | V |
497 5+46 0.5643 0.48 |Q | | | V|
498 5+47 0.5650 0.48 |Q | | | V|
499 5+48 0.5657 0.48 |Q | | | V|
500 5+49 0.5663 0.47 |Q | | | V|
501 5+50 0.5670 0.47 |Q | | | V|
502 5+51 0.5676 0.47 |Q | | | V|
503 5+52 0.5682 0.46 |Q | | | V|
504 5+53 0.5689 0.46 |Q | | | V|
505 5+54 0.5695 0.46 |Q | | | V|
506 5+55 0.5701 0.46 |Q | | | V|
507 5+56 0.5708 0.45 |Q | | | V|
508 5+57 0.5714 0.45 |Q | | | V|
509 5+58 0.5720 0.45 |Q | | | V|
510 5+59 0.5726 0.44 |Q | | | V|
511 6+ 0 0.5732 0.44 |Q | | | V|
512 6+ 1 0.5738 0.44 |Q | | | V|
513 6+ 2 0.5744 0.44 |Q | | | V|
514 6+ 3 0.5750 0.43 |Q | | | V|
515 6+ 4 0.5756 0.43 |Q | | | V|
516 6+ 5 0.5762 0.43 |Q | | | V|
517 6+ 6 0.5768 0.43 |Q | | | V|
518 6+ 7 0.5774 0.43 |Q | | | V|
519 6+ 8 0.5780 0.42 |Q | | | V|
520 6+ 9 0.5785 0.42 |Q | | | V
521 ----------------------------------------------------------------------- 522
523
524
525
526
527
528 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 529 Process from Point /Station 104.000 to Point /Station 105.000 530 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 531 ______________________________________________________________________ 532 Upstream point /station elevation = 690.910 (Ft .) 533 Downstream point /station elevation = 685.810 (Ft .) 534 Pipe length = 63.00 (Ft .) Slope = 0.0810 Manning 's N = 0.013 535 No . of pipes = 1 Required pipe flow = 12.159 (CFS ) 536 Given pipe size = 18.00 (In .)
537 Calculated individual pipe flow = 12.159 (CFS )
538 Normal flow depth in pipe = 7.99 (In .)
539 Flow top width inside pipe = 17.89 (In .)
540 Critical Depth = 15.85 (In .)
541 Pipe flow velocity = 16.04 (Ft /s)
542 Travel time through pipe = 0.07 min .
543 Time of concentration (TC ) = 9.67 min .
544
545
546 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 547 Process from Point /Station 105.000 to Point /Station 106.000 548 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
549 ______________________________________________________________________ 550 Estimated mean flow rate at midpoint of channel = 12.414 (CFS ) 551 Depth of flow = 0.832 (Ft .), Average velocity = 17.941 (Ft /s) 552 ******* Irregular Channel Data ***********
553 ----------------------------------------------------------------- 554 Information entered for subchannel number 1 :
555 Point number 'X' coordinate 'Y' coordinate
556 1 0.00 1.00
557 2 1.00 0.00
558 3 2.00 1.00
559 Manning 's 'N' friction factor = 0.016
560 ----------------------------------------------------------------- 561 Sub -Channel flow = 12.414 (CFS )
562 ' ' flow top width = 1.664 (Ft .)
563 ' ' velocity = 17.941 (Ft /s)
564 ' ' area = 0.692 (Sq .Ft )
565 ' ' Froude number = 4.902
566
567 Upstream point elevation = 685.810 (Ft .)
568 Downstream point elevation = 611.400 (Ft .)
569 Flow length = 390.000 (Ft .)
570 Travel time = 0.36 min .
571 Time of concentration = 10.03 min .
572 Depth of flow = 0.832 (Ft .)
573 Average velocity = 17.941 (Ft /s)
574 Total irregular channel flow = 12.414 (CFS )
575 Irregular channel normal depth above invert elev . = 0.832 (Ft .) 576 Average velocity of channel (s) = 17.941 (Ft /s)
577 Adding area flow to channel
578 Rainfall intensity (I) = 5.550 (In /Hr ) for a 100.0 year storm 579 Decimal fraction soil group A = 0.000
580 Decimal fraction soil group B = 0.000
581 Decimal fraction soil group C = 0.050
582 Decimal fraction soil group D = 0.950
583 [UNDISTURBED NATURAL TERRAIN ]
584 (Permanent Open Space )
585 Impervious value , Ai = 0.000
586 Sub -Area C Value = 0.347
587 Rainfall intensity = 5.550 (In /Hr ) for a 100.0 year storm 588 Effective runoff coefficient used for total area
589 (Q=KCIA ) is C = 0.700 CA = 2.268
590 Subarea runoff = 0.429 (CFS ) for 0.397 (Ac .)
591 Total runoff = 12.588 (CFS ) Total area = 3.241 (Ac .) 592 Depth of flow = 0.836 (Ft .), Average velocity = 18.003 (Ft /s) 593
594
595 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 596 Process from Point /Station 106.000 to Point /Station 107.000 597 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
598 ______________________________________________________________________ 599 Estimated mean flow rate at midpoint of channel = 12.828 (CFS ) 600 Depth of flow = 0.445 (Ft .), Average velocity = 4.101 (Ft /s) 601 ******* Irregular Channel Data ***********
602 ----------------------------------------------------------------- 603 Information entered for subchannel number 1 :
604 Point number 'X' coordinate 'Y' coordinate
605 1 0.00 0.63
606 2 25.00 0.13
607 3 26.50 0.00
608 4 26.50 0.50
609 5 31.50 0.60
610 Manning 's 'N' friction factor = 0.015
611 ----------------------------------------------------------------- 612 Sub -Channel flow = 12.828 (CFS )
613 ' ' flow top width = 17.483 (Ft .)
614 ' ' velocity = 4.101 (Ft /s)
615 ' ' area = 3.128 (Sq .Ft )
616 ' ' Froude number = 1.709
617
618 Upstream point elevation = 611.400 (Ft .)
619 Downstream point elevation = 608.550 (Ft .)
620 Flow length = 162.000 (Ft .)
621 Travel time = 0.66 min .
622 Time of concentration = 10.69 min .
623 Depth of flow = 0.445 (Ft .)
624 Average velocity = 4.101 (Ft /s)
625 Total irregular channel flow = 12.828 (CFS )
626 Irregular channel normal depth above invert elev . = 0.445 (Ft .) 627 Average velocity of channel (s) = 4.101 (Ft /s)
628 Adding area flow to channel
629 Rainfall intensity (I) = 5.327 (In /Hr ) for a 100.0 year storm 630 Decimal fraction soil group A = 0.000
631 Decimal fraction soil group B = 0.000
632 Decimal fraction soil group C = 0.050
633 Decimal fraction soil group D = 0.950
634 [INDUSTRIAL area type ]
635 (General Industrial )
636 Impervious value , Ai = 0.950
637 Sub -Area C Value = 0.870
638 Rainfall intensity = 5.327 (In /Hr ) for a 100.0 year storm 639 Effective runoff coefficient used for total area
640 (Q=KCIA ) is C = 0.709 CA = 2.436
641 Subarea runoff = 0.389 (CFS ) for 0.193 (Ac .)
642 Total runoff = 12.977 (CFS ) Total area = 3.434 (Ac .) 643 Depth of flow = 0.446 (Ft .), Average velocity = 4.113 (Ft /s) 644
645
646 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 647 Process from Point /Station 107.000 to Point /Station 107.000 648 **** CONFLUENCE OF MINOR STREAMS ****
649 ______________________________________________________________________ 650 Along Main Stream number : 1 in normal stream number 1 651 Stream flow area = 3.434 (Ac .)
652 Runoff from this stream = 12.977 (CFS )
653 Time of concentration = 10.69 min .
654 Rainfall intensity = 5.327 (In /Hr )
655
656
657 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 658 Process from Point /Station 301.000 to Point /Station 302.000 659 **** INITIAL AREA EVALUATION ****
660 ______________________________________________________________________ 661 Decimal fraction soil group A = 0.000
662 Decimal fraction soil group B = 0.000
663 Decimal fraction soil group C = 0.000
664 Decimal fraction soil group D = 1.000
665 [HIGH DENSITY RESIDENTIAL ]
666 (43.0 DU /A or Less )
667 Impervious value , Ai = 0.800
668 Sub -Area C Value = 0.790
669 Initial subarea total flow distance = 74.000 (Ft .) 670 Highest elevation = 699.890 (Ft .)
671 Lowest elevation = 693.340 (Ft .)
672 Elevation difference = 6.550 (Ft .) Slope = 8.851 % 673 Top of Initial Area Slope adjusted by User to 9.838 % 674 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
675 The maximum overland flow distance is 100.00 (Ft ) 676 for the top area slope value of 9.84 %, in a development type of 677 43.0 DU /A or Less
678 In Accordance With Figure 3-3
679 Initial Area Time of Concentration = 2.60 minutes 680 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 681 TC = [1 .8*( 1.1 -0.7900 )*( 100.000^.5 )/( 9.838^ (1/3)]= 2.60 682 Calculated TC of 2.604 minutes is less than 5 minutes , 683 resetting TC to 5.0 minutes for rainfall intensity calculations 684 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 685 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.790 686 Subarea runoff = 0.323 (CFS )
687 Total initial stream area = 0.047 (Ac .)
688
689
690 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 691 Process from Point /Station 302.000 to Point /Station 107.000 692 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
693 ______________________________________________________________________ 694 Estimated mean flow rate at midpoint of channel = 1.486 (CFS ) 695 Depth of flow = 0.020 (Ft .), Average velocity = 2.907 (Ft /s) 696 ******* Irregular Channel Data ***********
697 ----------------------------------------------------------------- 698 Information entered for subchannel number 1 :
699 Point number 'X' coordinate 'Y' coordinate
700 1 0.00 0.50
701 2 0.00 0.00
702 3 25.00 0.00
703 4 25.00 0.50
704 Manning 's 'N' friction factor = 0.016
705 ----------------------------------------------------------------- 706 Sub -Channel flow = 1.486 (CFS )
707 ' ' flow top width = 25.000 (Ft .)
708 ' ' velocity = 2.907 (Ft /s)
709 ' ' area = 0.511 (Sq .Ft )
710 ' ' Froude number = 3.583
711
712 Upstream point elevation = 693.340 (Ft .)
713 Downstream point elevation = 611.680 (Ft .)
714 Flow length = 465.000 (Ft .)
715 Travel time = 2.67 min .
716 Time of concentration = 5.27 min .
717 Depth of flow = 0.020 (Ft .)
718 Average velocity = 2.907 (Ft /s)
719 Total irregular channel flow = 1.486 (CFS )
720 Irregular channel normal depth above invert elev . = 0.020 (Ft .) 721 Average velocity of channel (s) = 2.907 (Ft /s)
722 Adding area flow to channel
723 Rainfall intensity (I) = 8.404 (In /Hr ) for a 100.0 year storm 724 Decimal fraction soil group A = 0.000
725 Decimal fraction soil group B = 0.000
726 Decimal fraction soil group C = 0.000
727 Decimal fraction soil group D = 1.000
728 [HIGH DENSITY RESIDENTIAL ]
729 (24.0 DU /A or Less )
730 Impervious value , Ai = 0.650
731 Sub -Area C Value = 0.710
732 Rainfall intensity = 8.404 (In /Hr ) for a 100.0 year storm 733 Effective runoff coefficient used for total area
734 (Q=KCIA ) is C = 0.719 CA = 0.303
735 Subarea runoff = 2.227 (CFS ) for 0.375 (Ac .)
736 Total runoff = 2.550 (CFS ) Total area = 0.422 (Ac .) 737 Depth of flow = 0.028 (Ft .), Average velocity = 3.607 (Ft /s) 738
739
740 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 741 Process from Point /Station 107.000 to Point /Station 107.000 742 **** CONFLUENCE OF MINOR STREAMS ****
743 ______________________________________________________________________ 744 Along Main Stream number : 1 in normal stream number 2 745 Stream flow area = 0.422 (Ac .)
746 Runoff from this stream = 2.550 (CFS )
747 Time of concentration = 5.27 min .
748 Rainfall intensity = 8.404 (In /Hr )
749 Summary of stream data :
750
751 Stream Flow rate TC Rainfall Intensity
752 No . ( CFS ) ( min ) ( In /Hr )
753
754
755 1 12.977 10.69 5.327
756 2 2.550 5.27 8.404
757 Qmax (1) =
758 1.000 * 1.000 * 12.977 ) +
759 0.634 * 1.000 * 2.550 ) + = 14.593
760 Qmax (2) =
761 1.000 * 0.493 * 12.977 ) +
762 1.000 * 1.000 * 2.550 ) + = 8.950
763
764 Total of 2 streams to confluence :
765 Flow rates before confluence point :
766 12.977 2.550
767 Maximum flow rates at confluence using above data :
768 14.593 8.950
769 Area of streams before confluence :
770 3.434 0.422
771 Results of confluence :
772 Total flow rate = 14.593 (CFS )
773 Time of concentration = 10.686 min .
774 Effective stream area after confluence = 3.856 (Ac .) 775
776
777 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 778 Process from Point /Station 107.000 to Point /Station 108.000 779 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
780 ______________________________________________________________________ 781 Estimated mean flow rate at midpoint of channel = 14.790 (CFS ) 782 Depth of flow = 0.412 (Ft .), Average velocity = 5.885 (Ft /s) 783 ******* Irregular Channel Data ***********
784 ----------------------------------------------------------------- 785 Information entered for subchannel number 1 :
786 Point number 'X' coordinate 'Y' coordinate
787 1 0.00 0.63
788 2 25.00 0.13
789 3 26.50 0.00
790 4 26.50 0.50
791 5 31.50 0.60
792 Manning 's 'N' friction factor = 0.015
793 ----------------------------------------------------------------- 794 Sub -Channel flow = 14.790 (CFS )
795 ' ' flow top width = 15.615 (Ft .)
796 ' ' velocity = 5.885 (Ft /s)
797 ' ' area = 2.513 (Sq .Ft )
798 ' ' Froude number = 2.585
799
800 Upstream point elevation = 608.550 (Ft .)
801 Downstream point elevation = 601.450 (Ft .)
802 Flow length = 170.000 (Ft .)
803 Travel time = 0.48 min .
804 Time of concentration = 11.17 min .
805 Depth of flow = 0.412 (Ft .)
806 Average velocity = 5.885 (Ft /s)
807 Total irregular channel flow = 14.790 (CFS )
808 Irregular channel normal depth above invert elev . = 0.412 (Ft .) 809 Average velocity of channel (s) = 5.885 (Ft /s)
810 Adding area flow to channel
811 Rainfall intensity (I) = 5.178 (In /Hr ) for a 100.0 year storm 812 Decimal fraction soil group A = 0.000
813 Decimal fraction soil group B = 0.000
814 Decimal fraction soil group C = 0.050
815 Decimal fraction soil group D = 0.950
816 [INDUSTRIAL area type ]
817 (General Industrial )
818 Impervious value , Ai = 0.950
819 Sub -Area C Value = 0.870
820 Rainfall intensity = 5.178 (In /Hr ) for a 100.0 year storm 821 Effective runoff coefficient used for total area
822 (Q=KCIA ) is C = 0.717 CA = 2.880
823 Subarea runoff = 0.321 (CFS ) for 0.162 (Ac .)
824 Total runoff = 14.914 (CFS ) Total area = 4.018 (Ac .) 825 Depth of flow = 0.413 (Ft .), Average velocity = 5.897 (Ft /s) 826
827
828 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 829 Process from Point /Station 108.000 to Point /Station 108.000 830 **** CONFLUENCE OF MINOR STREAMS ****
831 ______________________________________________________________________ 832 Along Main Stream number : 1 in normal stream number 1 833 Stream flow area = 4.018 (Ac .)
834 Runoff from this stream = 14.914 (CFS )
835 Time of concentration = 11.17 min .
836 Rainfall intensity = 5.178 (In /Hr )
837
838
839 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 840 Process from Point /Station 401.000 to Point /Station 402.000 841 **** INITIAL AREA EVALUATION ****
842 ______________________________________________________________________ 843 Decimal fraction soil group A = 0.000
844 Decimal fraction soil group B = 0.000
845 Decimal fraction soil group C = 0.000
846 Decimal fraction soil group D = 1.000
847 [UNDISTURBED NATURAL TERRAIN ]
848 (Permanent Open Space )
849 Impervious value , Ai = 0.000
850 Sub -Area C Value = 0.350
851 Initial subarea total flow distance = 100.000 (Ft .) 852 Highest elevation = 709.280 (Ft .)
853 Lowest elevation = 687.650 (Ft .)
854 Elevation difference = 21.630 (Ft .) Slope = 21.630 % 855 Top of Initial Area Slope adjusted by User to 23.240 % 856 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
857 The maximum overland flow distance is 100.00 (Ft ) 858 for the top area slope value of 23.24 %, in a development type of 859 Permanent Open Space
860 In Accordance With Figure 3-3
861 Initial Area Time of Concentration = 4.73 minutes 862 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 863 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 23.240^ (1/3)]= 4.73 864 Calculated TC of 4.731 minutes is less than 5 minutes , 865 resetting TC to 5.0 minutes for rainfall intensity calculations 866 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 867 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 868 Subarea runoff = 0.207 (CFS )
869 Total initial stream area = 0.068 (Ac .)
870
871
872 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 873 Process from Point /Station 402.000 to Point /Station 108.000 874 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
875 ______________________________________________________________________ 876 Estimated mean flow rate at midpoint of channel = 1.331 (CFS ) 877 Depth of flow = 0.497 (Ft .), Average velocity = 5.388 (Ft /s) 878 ******* Irregular Channel Data ***********
879 ----------------------------------------------------------------- 880 Information entered for subchannel number 1 :
881 Point number 'X' coordinate 'Y' coordinate
882 1 0.00 1.00
883 2 1.00 0.00
884 3 2.00 1.00
885 Manning 's 'N' friction factor = 0.030
886 ----------------------------------------------------------------- 887 Sub -Channel flow = 1.331 (CFS )
888 ' ' flow top width = 0.994 (Ft .)
889 ' ' velocity = 5.388 (Ft /s)
890 ' ' area = 0.247 (Sq .Ft )
891 ' ' Froude number = 1.905
892
893 Upstream point elevation = 687.650 (Ft .)
894 Downstream point elevation = 601.450 (Ft .)
895 Flow length = 717.000 (Ft .)
896 Travel time = 2.22 min .
897 Time of concentration = 6.95 min .
898 Depth of flow = 0.497 (Ft .)
899 Average velocity = 5.388 (Ft /s)
900 Total irregular channel flow = 1.331 (CFS )
901 Irregular channel normal depth above invert elev . = 0.497 (Ft .) 902 Average velocity of channel (s) = 5.388 (Ft /s)
903 Adding area flow to channel
904 Rainfall intensity (I) = 7.032 (In /Hr ) for a 100.0 year storm 905 Decimal fraction soil group A = 0.000
906 Decimal fraction soil group B = 0.000
907 Decimal fraction soil group C = 0.000
908 Decimal fraction soil group D = 1.000
909 [UNDISTURBED NATURAL TERRAIN ]
910 (Permanent Open Space )
911 Impervious value , Ai = 0.000
912 Sub -Area C Value = 0.350
913 Rainfall intensity = 7.032 (In /Hr ) for a 100.0 year storm 914 Effective runoff coefficient used for total area
915 (Q=KCIA ) is C = 0.350 CA = 0.338
916 Subarea runoff = 2.170 (CFS ) for 0.898 (Ac .)
917 Total runoff = 2.377 (CFS ) Total area = 0.966 (Ac .) 918 Depth of flow = 0.618 (Ft .), Average velocity = 6.229 (Ft /s) 919
920
921 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 922 Process from Point /Station 108.000 to Point /Station 108.000 923 **** CONFLUENCE OF MINOR STREAMS ****
924 ______________________________________________________________________ 925 Along Main Stream number : 1 in normal stream number 2 926 Stream flow area = 0.966 (Ac .)
927 Runoff from this stream = 2.377 (CFS )
928 Time of concentration = 6.95 min .
929 Rainfall intensity = 7.032 (In /Hr )
930 Summary of stream data :
931
932 Stream Flow rate TC Rainfall Intensity
933 No . ( CFS ) ( min ) ( In /Hr )
934
935
936 1 14.914 11.17 5.178
937 2 2.377 6.95 7.032
938 Qmax (1) =
939 1.000 * 1.000 * 14.914 ) +
940 0.736 * 1.000 * 2.377 ) + = 16.664
941 Qmax (2) =
942 1.000 * 0.622 * 14.914 ) +
943 1.000 * 1.000 * 2.377 ) + = 11.657
944
945 Total of 2 streams to confluence :
946 Flow rates before confluence point :
947 14.914 2.377
948 Maximum flow rates at confluence using above data :
949 16.664 11.657
950 Area of streams before confluence :
951 4.018 0.966
952 Results of confluence :
953 Total flow rate = 16.664 (CFS )
954 Time of concentration = 11.168 min .
955 Effective stream area after confluence = 4.984 (Ac .) 956
957
958 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 959 Process from Point /Station 108.000 to Point /Station 109.000 960 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
961 ______________________________________________________________________ 962 Estimated mean flow rate at midpoint of channel = 16.835 (CFS ) 963 Depth of flow = 0.408 (Ft .), Average velocity = 6.890 (Ft /s) 964 ******* Irregular Channel Data ***********
965 ----------------------------------------------------------------- 966 Information entered for subchannel number 1 :
967 Point number 'X' coordinate 'Y' coordinate
968 1 0.00 0.63
969 2 25.00 0.13
970 3 26.50 0.00
971 4 26.50 0.50
972 5 31.50 0.60
973 Manning 's 'N' friction factor = 0.015
974 ----------------------------------------------------------------- 975 Sub -Channel flow = 16.835 (CFS )
976 ' ' flow top width = 15.389 (Ft .)
977 ' ' velocity = 6.890 (Ft /s)
978 ' ' area = 2.443 (Sq .Ft )
979 ' ' Froude number = 3.047
980
981 Upstream point elevation = 601.450 (Ft .)
982 Downstream point elevation = 593.870 (Ft .)
983 Flow length = 130.000 (Ft .)
984 Travel time = 0.31 min .
985 Time of concentration = 11.48 min .
986 Depth of flow = 0.408 (Ft .)
987 Average velocity = 6.890 (Ft /s)
988 Total irregular channel flow = 16.835 (CFS )
989 Irregular channel normal depth above invert elev . = 0.408 (Ft .) 990 Average velocity of channel (s) = 6.890 (Ft /s)
991 Adding area flow to channel
992 Rainfall intensity (I) = 5.086 (In /Hr ) for a 100.0 year storm 993 Decimal fraction soil group A = 0.000
994 Decimal fraction soil group B = 0.000
995 Decimal fraction soil group C = 0.000
996 Decimal fraction soil group D = 1.000
997 [INDUSTRIAL area type ]
998 (General Industrial )
999 Impervious value , Ai = 0.950
1000 Sub -Area C Value = 0.870
1001 Rainfall intensity = 5.086 (In /Hr ) for a 100.0 year storm 1002 Effective runoff coefficient used for total area 1003 (Q=KCIA ) is C = 0.651 CA = 3.328
1004 Subarea runoff = 0.262 (CFS ) for 0.126 (Ac .)
1005 Total runoff = 16.926 (CFS ) Total area = 5.110 (Ac .) 1006 Depth of flow = 0.408 (Ft .), Average velocity = 6.899 (Ft /s) 1007
1008
1009 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1010 Process from Point /Station 109.000 to Point /Station 110.000 1011 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1012 ______________________________________________________________________ 1013 Estimated mean flow rate at midpoint of channel = 17.149 (CFS ) 1014 Depth of flow = 0.433 (Ft .), Average velocity = 6.036 (Ft /s) 1015 ******* Irregular Channel Data ***********
1016 ----------------------------------------------------------------- 1017 Information entered for subchannel number 1 :
1018 Point number 'X' coordinate 'Y' coordinate
1019 1 0.00 0.63
1020 2 25.00 0.13
1021 3 26.50 0.00
1022 4 26.50 0.50
1023 5 31.50 0.60
1024 Manning 's 'N' friction factor = 0.015
1025 ----------------------------------------------------------------- 1026 Sub -Channel flow = 17.149 (CFS )
1027 ' ' flow top width = 16.632 (Ft .)
1028 ' ' velocity = 6.036 (Ft /s)
1029 ' ' area = 2.841 (Sq .Ft )
1030 ' ' Froude number = 2.573
1031
1032 Upstream point elevation = 593.870 (Ft .)
1033 Downstream point elevation = 585.800 (Ft .)
1034 Flow length = 199.000 (Ft .)
1035 Travel time = 0.55 min .
1036 Time of concentration = 12.03 min .
1037 Depth of flow = 0.433 (Ft .)
1038 Average velocity = 6.036 (Ft /s)
1039 Total irregular channel flow = 17.149 (CFS )
1040 Irregular channel normal depth above invert elev . = 0.433 (Ft .) 1041 Average velocity of channel (s) = 6.036 (Ft /s)
1042 Adding area flow to channel
1043 Rainfall intensity (I) = 4.935 (In /Hr ) for a 100.0 year storm 1044 Decimal fraction soil group A = 0.000
1045 Decimal fraction soil group B = 0.000
1046 Decimal fraction soil group C = 0.000
1047 Decimal fraction soil group D = 1.000
1048 [INDUSTRIAL area type ]
1049 (General Industrial )
1050 Impervious value , Ai = 0.950
1051 Sub -Area C Value = 0.870
1052 Rainfall intensity = 4.935 (In /Hr ) for a 100.0 year storm 1053 Effective runoff coefficient used for total area 1054 (Q=KCIA ) is C = 0.660 CA = 3.505
1055 Subarea runoff = 0.369 (CFS ) for 0.203 (Ac .)
1056 Total runoff = 17.295 (CFS ) Total area = 5.313 (Ac .) 1057 Depth of flow = 0.434 (Ft .), Average velocity = 6.048 (Ft /s) 1058
1059
1060 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1061 Process from Point /Station 110.000 to Point /Station 110.000 1062 **** CONFLUENCE OF MINOR STREAMS ****
1063 ______________________________________________________________________ 1064 Along Main Stream number : 1 in normal stream number 1 1065 Stream flow area = 5.313 (Ac .)
1066 Runoff from this stream = 17.295 (CFS )
1067 Time of concentration = 12.03 min .
1068 Rainfall intensity = 4.935 (In /Hr )
1069
1070
1071 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1072 Process from Point /Station 501.000 to Point /Station 502.000 1073 **** INITIAL AREA EVALUATION ****
1074 ______________________________________________________________________ 1075 Decimal fraction soil group A = 0.000
1076 Decimal fraction soil group B = 0.000
1077 Decimal fraction soil group C = 0.000
1078 Decimal fraction soil group D = 1.000
1079 [UNDISTURBED NATURAL TERRAIN ]
1080 (Permanent Open Space )
1081 Impervious value , Ai = 0.000
1082 Sub -Area C Value = 0.350
1083 Initial subarea total flow distance = 137.000 (Ft .) 1084 Highest elevation = 709.360 (Ft .)
1085 Lowest elevation = 685.490 (Ft .)
1086 Elevation difference = 23.870 (Ft .) Slope = 17.423 % 1087 Top of Initial Area Slope adjusted by User to 19.708 % 1088 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
1089 The maximum overland flow distance is 100.00 (Ft ) 1090 for the top area slope value of 19.71 %, in a development type of 1091 Permanent Open Space
1092 In Accordance With Figure 3-3
1093 Initial Area Time of Concentration = 5.00 minutes 1094 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 1095 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 19.708^ (1/3)]= 5.00 1096 Calculated TC of 4.998 minutes is less than 5 minutes , 1097 resetting TC to 5.0 minutes for rainfall intensity calculations 1098 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 1099 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 1100 Subarea runoff = 0.700 (CFS )
1101 Total initial stream area = 0.230 (Ac .)
1102
1103
1104 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1105 Process from Point /Station 502.000 to Point /Station 503.000 1106 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1107 ______________________________________________________________________ 1108 Estimated mean flow rate at midpoint of channel = 2.157 (CFS ) 1109 Depth of flow = 0.549 (Ft .), Average velocity = 7.164 (Ft /s) 1110 ******* Irregular Channel Data ***********
1111 ----------------------------------------------------------------- 1112 Information entered for subchannel number 1 :
1113 Point number 'X' coordinate 'Y' coordinate
1114 1 0.00 1.00
1115 2 1.00 0.00
1116 3 2.00 1.00
1117 Manning 's 'N' friction factor = 0.030
1118 ----------------------------------------------------------------- 1119 Sub -Channel flow = 2.157 (CFS )
1120 ' ' flow top width = 1.097 (Ft .)
1121 ' ' velocity = 7.164 (Ft /s)
1122 ' ' area = 0.301 (Sq .Ft )
1123 ' ' Froude number = 2.410
1124
1125 Upstream point elevation = 685.490 (Ft .)
1126 Downstream point elevation = 619.000 (Ft .)
1127 Flow length = 357.000 (Ft .)
1128 Travel time = 0.83 min .
1129 Time of concentration = 5.83 min .
1130 Depth of flow = 0.549 (Ft .)
1131 Average velocity = 7.164 (Ft /s)
1132 Total irregular channel flow = 2.157 (CFS )
1133 Irregular channel normal depth above invert elev . = 0.549 (Ft .) 1134 Average velocity of channel (s) = 7.164 (Ft /s)
1135 Adding area flow to channel
1136 Rainfall intensity (I) = 7.876 (In /Hr ) for a 100.0 year storm 1137 Decimal fraction soil group A = 0.000
1138 Decimal fraction soil group B = 0.000
1139 Decimal fraction soil group C = 0.000
1140 Decimal fraction soil group D = 1.000
1141 [UNDISTURBED NATURAL TERRAIN ]
1142 (Permanent Open Space )
1143 Impervious value , Ai = 0.000
1144 Sub -Area C Value = 0.350
1145 Rainfall intensity = 7.876 (In /Hr ) for a 100.0 year storm 1146 Effective runoff coefficient used for total area 1147 (Q=KCIA ) is C = 0.350 CA = 0.447
1148 Subarea runoff = 2.820 (CFS ) for 1.047 (Ac .)
1149 Total runoff = 3.520 (CFS ) Total area = 1.277 (Ac .) 1150 Depth of flow = 0.659 (Ft .), Average velocity = 8.097 (Ft /s) 1151
1152
1153 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1154 Process from Point /Station 503.000 to Point /Station 504.000 1155 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 1156 ______________________________________________________________________ 1157 Upstream point /station elevation = 605.110 (Ft .) 1158 Downstream point /station elevation = 582.760 (Ft .) 1159 Pipe length = 230.00 (Ft .) Slope = 0.0972 Manning 's N = 0.013 1160 No . of pipes = 1 Required pipe flow = 3.520 (CFS ) 1161 Given pipe size = 18.00 (In .)
1162 Calculated individual pipe flow = 3.520 (CFS )
1163 Normal flow depth in pipe = 3.98 (In .)
1164 Flow top width inside pipe = 14.95 (In .)
1165 Critical Depth = 8.59 (In .)
1166 Pipe flow velocity = 12.10 (Ft /s)
1167 Travel time through pipe = 0.32 min .
1168 Time of concentration (TC ) = 6.15 min .
1169
1170
1171 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1172 Process from Point /Station 504.000 to Point /Station 110.000 1173 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 1174 ______________________________________________________________________ 1175 Upstream point /station elevation = 582.760 (Ft .) 1176 Downstream point /station elevation = 582.080 (Ft .) 1177 Pipe length = 15.00 (Ft .) Slope = 0.0453 Manning 's N = 0.013 1178 No . of pipes = 1 Required pipe flow = 3.520 (CFS ) 1179 Given pipe size = 24.00 (In .)
1180 Calculated individual pipe flow = 3.520 (CFS )
1181 Normal flow depth in pipe = 4.39 (In .)
1182 Flow top width inside pipe = 18.56 (In .)
1183 Critical Depth = 7.88 (In .)
1184 Pipe flow velocity = 8.94 (Ft /s)
1185 Travel time through pipe = 0.03 min .
1186 Time of concentration (TC ) = 6.17 min .
1187
1188
1189 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1190 Process from Point /Station 110.000 to Point /Station 110.000 1191 **** CONFLUENCE OF MINOR STREAMS ****
1192 ______________________________________________________________________ 1193 Along Main Stream number : 1 in normal stream number 2 1194 Stream flow area = 1.277 (Ac .)
1195 Runoff from this stream = 3.520 (CFS )
1196 Time of concentration = 6.17 min .
1197 Rainfall intensity = 7.589 (In /Hr )
1198 Summary of stream data :
1199
1200 Stream Flow rate TC Rainfall Intensity
1201 No . ( CFS ) ( min ) ( In /Hr )
1202
1203
1204 1 17.295 12.03 4.935
1205 2 3.520 6.17 7.589
1206 Qmax (1) =
1207 1.000 * 1.000 * 17.295 ) +
1208 0.650 * 1.000 * 3.520 ) + = 19.584
1209 Qmax (2) =
1210 1.000 * 0.513 * 17.295 ) +
1211 1.000 * 1.000 * 3.520 ) + = 12.394
1212
1213 Total of 2 streams to confluence :
1214 Flow rates before confluence point :
1215 17.295 3.520
1216 Maximum flow rates at confluence using above data :
1217 19.584 12.394
1218 Area of streams before confluence :
1219 5.313 1.277
1220 Results of confluence :
1221 Total flow rate = 19.584 (CFS )
1222 Time of concentration = 12.031 min .
1223 Effective stream area after confluence = 6.590 (Ac .) 1224 End of computations , total study area = 6.590 (Ac .) 1225
1226
1227
1 2 San Diego County Rational Hydrology Program
3 4 CIVILCADD /CIVILDESIGN Engineering Software ,( c)1991 -2019 Version 9.1 5 6 Rational method hydrology program based on
7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date : 06 /14 /23
9 --------------------------------------------------- --------------------- 10 22027 POST POC1
11 12
13 14 --------------------------------------------------- --------------------- 15 ********* Hydrology Study Control Information ********** 16 17 --------------------------------------------------- --------------------- 18 19
20 Program License Serial Number 6332
21 22 --------------------------------------------------- --------------------- 23 Rational hydrology study storm event year is 100.0 24 English (in -lb ) input data Units used
25 26 Map data precipitation entered :
27 6 hour , precipitation (inches ) = 3.300
28 24 hour precipitation (inches ) = 5.600
29 P6 /P24 = 58.9%
30 San Diego hydrology manual 'C' values used
31 32
33 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 34 Process from Point /Station 103.000 to Point /Station 104.000 35 **** USER DEFINED FLOW INFORMATION AT A POINT **** 36 ______________________________________________________________________ 37 User specified 'C' value of 0.502 given for subarea 38 Rainfall intensity (I) = 4.356 (In /Hr ) for a 100.0 year storm 39 User specified values are as follows :
40 TC = 14.60 min . Rain intensity = 4.36 (In /Hr )
41 Total area = 2.840 (Ac .) Total runoff = 6.206 (CFS ) 42 43
44 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 45 Process from Point /Station 104.000 to Point /Station 105.000 46 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 47 ______________________________________________________________________ 48 Upstream point /station elevation = 691.990 (Ft .) 49 Downstream point /station elevation = 684.820 (Ft .) 50 Pipe length = 63.00 (Ft .) Slope = 0.1138 Manning 's N = 0.013 51 No . of pipes = 1 Required pipe flow = 6.206 (CFS ) 52 Given pipe size = 18.00 (In .)
53 Calculated individual pipe flow = 6.206 (CFS )
54 Normal flow depth in pipe = 5.10 (In .)
55 Flow top width inside pipe = 16.22 (In .)
56 Critical Depth = 11.55 (In .)
57 Pipe flow velocity = 15.08 (Ft /s)
58 Travel time through pipe = 0.07 min .
59 Time of concentration (TC ) = 14.67 min .
60 61
62 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 63 Process from Point /Station 105.000 to Point /Station 106.000 64 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
65 ______________________________________________________________________ 66 Estimated mean flow rate at midpoint of channel = 6.461 (CFS ) 67 Depth of flow = 0.653 (Ft .), Average velocity = 15.162 (Ft /s) 68 ******* Irregular Channel Data ***********
69 --------------------------------------------------- -------------- 70 Information entered for subchannel number 1 :
71 Point number 'X' coordinate 'Y' coordinate
72 1 0.00 1.00
73 2 1.00 0.00
74 3 2.00 1.00
75 Manning 's 'N' friction factor = 0.016
76 --------------------------------------------------- -------------- 77 Sub -Channel flow = 6.461 (CFS )
78 ' ' flow top width = 1.306 (Ft .)
79 ' ' velocity = 15.162 (Ft /s)
80 ' ' area = 0.426 (Sq .Ft )
81 ' ' Froude number = 4.677
82 83 Upstream point elevation = 684.820 (Ft .)
84 Downstream point elevation = 611.400 (Ft .)
85 Flow length = 390.000 (Ft .)
86 Travel time = 0.43 min .
87 Time of concentration = 15.10 min .
88 Depth of flow = 0.653 (Ft .)
89 Average velocity = 15.162 (Ft /s)
90 Total irregular channel flow = 6.461 (CFS )
91 Irregular channel normal depth above invert elev . = 0.653 (Ft .) 92 Average velocity of channel (s) = 15.162 (Ft /s)
93 Adding area flow to channel
94 Rainfall intensity (I) = 4.263 (In /Hr ) for a 100.0 year storm 95 Decimal fraction soil group A = 0.000
96 Decimal fraction soil group B = 0.000
97 Decimal fraction soil group C = 0.050
98 Decimal fraction soil group D = 0.950
99 [UNDISTURBED NATURAL TERRAIN ]
100 (Permanent Open Space )
101 Impervious value , Ai = 0.000
102 Sub -Area C Value = 0.347
103 Rainfall intensity = 4.263 (In /Hr ) for a 100.0 year storm 104 Effective runoff coefficient used for total area
105 (Q=KCIA ) is C = 0.483 CA = 1.564
106 Subarea runoff = 0.459 (CFS ) for 0.397 (Ac .)
107 Total runoff = 6.665 (CFS ) Total area = 3.237 (Ac .) 108 Depth of flow = 0.660 (Ft .), Average velocity = 15.280 (Ft /s) 109
110
111 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 112 Process from Point /Station 106.000 to Point /Station 107.000 113 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
114 ______________________________________________________________________ 115 Estimated mean flow rate at midpoint of channel = 6.864 (CFS ) 116 Depth of flow = 0.369 (Ft .), Average velocity = 3.518 (Ft /s) 117 ******* Irregular Channel Data ***********
118 --------------------------------------------------- -------------- 119 Information entered for subchannel number 1 :
120 Point number 'X' coordinate 'Y' coordinate
121 1 0.00 0.63
122 2 25.00 0.13
123 3 26.50 0.00
124 4 26.50 0.50
125 5 31.50 0.60
126 Manning 's 'N' friction factor = 0.015
127 --------------------------------------------------- -------------- 128 Sub -Channel flow = 6.864 (CFS )
129 ' ' flow top width = 13.712 (Ft .)
130 ' ' velocity = 3.518 (Ft /s)
131 ' ' area = 1.951 (Sq .Ft )
132 ' ' Froude number = 1.643
133
134 Upstream point elevation = 611.400 (Ft .)
135 Downstream point elevation = 608.550 (Ft .)
136 Flow length = 162.000 (Ft .)
137 Travel time = 0.77 min.
138 Time of concentration = 15.87 min.
139 Depth of flow = 0.369 (Ft .)
140 Average velocity = 3.518 (Ft /s)
141 Total irregular channel flow = 6.864 (CFS )
142 Irregular channel normal depth above invert elev . = 0.369 (Ft .) 143 Average velocity of channel (s) = 3.518 (Ft /s)
144 Adding area flow to channel
145 Rainfall intensity (I) = 4.128 (In /Hr ) for a 100.0 year storm 146 Decimal fraction soil group A = 0.000
147 Decimal fraction soil group B = 0.000
148 Decimal fraction soil group C = 0.050
149 Decimal fraction soil group D = 0.950
150 [INDUSTRIAL area type ]
151 (General Industrial )
152 Impervious value , Ai = 0.950
153 Sub -Area C Value = 0.870
154 Rainfall intensity = 4.128 (In /Hr ) for a 100.0 year storm 155 Effective runoff coefficient used for total area
156 (Q=KCIA ) is C = 0.505 CA = 1.732
157 Subarea runoff = 0.483 (CFS ) for 0.193 (Ac .)
158 Total runoff = 7.149 (CFS ) Total area = 3.430 (Ac .) 159 Depth of flow = 0.374 (Ft .), Average velocity = 3.553 (Ft /s) 160
161
162 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 163 Process from Point /Station 107.000 to Point /Station 107.000 164 **** CONFLUENCE OF MINOR STREAMS ****
165 ______________________________________________________________________ 166 Along Main Stream number : 1 in normal stream number 1 167 Stream flow area = 3.430 (Ac .)
168 Runoff from this stream = 7.149 (CFS )
169 Time of concentration = 15.87 min .
170 Rainfall intensity = 4.128 (In /Hr )
171
172
173 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 174 Process from Point /Station 301.000 to Point /Station 302.000 175 **** INITIAL AREA EVALUATION ****
176 ______________________________________________________________________ 177 Decimal fraction soil group A = 0.000
178 Decimal fraction soil group B = 0.000
179 Decimal fraction soil group C = 0.000
180 Decimal fraction soil group D = 1.000
181 [HIGH DENSITY RESIDENTIAL ]
182 (43.0 DU /A or Less )
183 Impervious value , Ai = 0.800
184 Sub -Area C Value = 0.790
185 Initial subarea total flow distance = 74.000 (Ft .) 186 Highest elevation = 700.090 (Ft .)
187 Lowest elevation = 693.340 (Ft .)
188 Elevation difference = 6.750 (Ft .) Slope = 9.122 % 189 Top of Initial Area Slope adjusted by User to 9.838 % 190 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
191 The maximum overland flow distance is 100.00 (Ft ) 192 for the top area slope value of 9.84 %, in a development type of 193 43.0 DU /A or Less
194 In Accordance With Figure 3-3
195 Initial Area Time of Concentration = 2.60 minutes 196 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 197 TC = [1 .8*( 1.1 -0.7900 )*( 100.000^.5 )/( 9.838^ (1/3)]= 2.60 198 Calculated TC of 2.604 minutes is less than 5 minutes , 199 resetting TC to 5.0 minutes for rainfall intensity calculations 200 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 201 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.790 202 Subarea runoff = 0.323 (CFS )
203 Total initial stream area = 0.047 (Ac .)
204
205
206 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 207 Process from Point/Station 302.000 to Point/Station 107.000 208 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
209 ______________________________________________________________________ 210 Estimated mean flow rate at midpoint of channel = 1.488 (CFS ) 211 Depth of flow = 0.020 (Ft .), Average velocity = 2.923 (Ft /s) 212 ******* Irregular Channel Data ***********
213 --------------------------------------------------- -------------- 214 Information entered for subchannel number 1 :
215 Point number 'X' coordinate 'Y' coordinate
216 1 0.00 0.50
217 2 0.00 0.00
218 3 25.00 0.00
219 4 25.00 0.50
220 Manning 's 'N' friction factor = 0.016
221 --------------------------------------------------- -------------- 222 Sub -Channel flow = 1.488 (CFS )
223 ' ' flow top width = 25.000 (Ft .)
224 ' ' velocity = 2.923 (Ft /s)
225 ' ' area = 0.509 (Sq .Ft )
226 ' ' Froude number = 3.611
227
228 Upstream point elevation = 693.340 (Ft .)
229 Downstream point elevation = 610.470 (Ft .)
230 Flow length = 464.000 (Ft .)
231 Travel time = 2.65 min .
232 Time of concentration = 5.25 min .
233 Depth of flow = 0.020 (Ft .)
234 Average velocity = 2.923 (Ft /s)
235 Total irregular channel flow = 1.488 (CFS )
236 Irregular channel normal depth above invert elev . = 0.020 (Ft .) 237 Average velocity of channel (s) = 2.923 (Ft /s)
238 Adding area flow to channel
239 Rainfall intensity (I) = 8.426 (In /Hr ) for a 100.0 year storm 240 Decimal fraction soil group A = 0.000
241 Decimal fraction soil group B = 0.000
242 Decimal fraction soil group C = 0.000
243 Decimal fraction soil group D = 1.000
244 [HIGH DENSITY RESIDENTIAL ]
245 (24.0 DU /A or Less )
246 Impervious value , Ai = 0.650
247 Sub -Area C Value = 0.710
248 Rainfall intensity = 8.426 (In /Hr ) for a 100.0 year storm 249 Effective runoff coefficient used for total area
250 (Q=KCIA ) is C = 0.719 CA = 0.303
251 Subarea runoff = 2.233 (CFS ) for 0.375 (Ac .)
252 Total runoff = 2.556 (CFS ) Total area = 0.422 (Ac .) 253 Depth of flow = 0.028 (Ft .), Average velocity = 3.629 (Ft /s) 254
255
256 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 257 Process from Point /Station 107.000 to Point /Station 107.000 258 **** CONFLUENCE OF MINOR STREAMS ****
259 ______________________________________________________________________ 260 Along Main Stream number : 1 in normal stream number 2 261 Stream flow area = 0.422 (Ac .)
262 Runoff from this stream = 2.556 (CFS )
263 Time of concentration = 5.25 min .
264 Rainfall intensity = 8.426 (In /Hr )
265 Summary of stream data :
266
267 Stream Flow rate TC Rainfall Intensity
268 No . ( CFS ) ( min ) ( In /Hr )
269
270
271 1 7.149 15.87 4.128
272 2 2.556 5.25 8.426
273 Qmax (1) =
274 1.000 * 1.000 * 7.149 ) +
275 0.490 * 1.000 * 2.556) + = 8.401
276 Qmax(2) =
277 1.000 * 0.331 * 7.149 ) +
278 1.000 * 1.000 * 2.556 ) + = 4.921
279
280 Total of 2 streams to confluence :
281 Flow rates before confluence point :
282 7.149 2.556
283 Maximum flow rates at confluence using above data :
284 8.401 4.921
285 Area of streams before confluence :
286 3.430 0.422
287 Results of confluence :
288 Total flow rate = 8.401 (CFS )
289 Time of concentration = 15.866 min .
290 Effective stream area after confluence = 3.852 (Ac .) 291
292
293 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 294 Process from Point /Station 107.000 to Point /Station 108.000 295 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
296 ______________________________________________________________________ 297 Estimated mean flow rate at midpoint of channel = 8.479 (CFS ) 298 Depth of flow = 0.312 (Ft .), Average velocity = 6.764 (Ft /s) 299 ******* Irregular Channel Data ***********
300 --------------------------------------------------- -------------- 301 Information entered for subchannel number 1 :
302 Point number 'X' coordinate 'Y' coordinate
303 1 0.00 0.63
304 2 25.00 0.13
305 3 26.50 0.00
306 4 26.50 0.50
307 5 31.50 0.60
308 Manning 's 'N' friction factor = 0.015
309 --------------------------------------------------- -------------- 310 Sub -Channel flow = 8.479 (CFS )
311 ' ' flow top width = 10.873 (Ft .)
312 ' ' velocity = 6.764 (Ft /s)
313 ' ' area = 1.254 (Sq .Ft )
314 ' ' Froude number = 3.511
315
316 Upstream point elevation = 608.550 (Ft .)
317 Downstream point elevation = 593.870 (Ft .)
318 Flow length = 170.000 (Ft .)
319 Travel time = 0.42 min .
320 Time of concentration = 16.28 min .
321 Depth of flow = 0.312 (Ft .)
322 Average velocity = 6.764 (Ft /s)
323 Total irregular channel flow = 8.479 (CFS )
324 Irregular channel normal depth above invert elev . = 0.312 (Ft .) 325 Average velocity of channel (s) = 6.764 (Ft /s)
326 Adding area flow to channel
327 Rainfall intensity (I) = 4.060 (In /Hr ) for a 100.0 year storm 328 Decimal fraction soil group A = 0.000
329 Decimal fraction soil group B = 0.000
330 Decimal fraction soil group C = 0.050
331 Decimal fraction soil group D = 0.950
332 [UNDISTURBED NATURAL TERRAIN ]
333 (Permanent Open Space )
334 Impervious value , Ai = 0.000
335 Sub -Area C Value = 0.347
336 Rainfall intensity = 4.060 (In /Hr ) for a 100.0 year storm 337 Effective runoff coefficient used for total area
338 (Q=KCIA ) is C = 0.521 CA = 2.091
339 Subarea runoff = 0.089 (CFS ) for 0.162 (Ac .)
340 Total runoff = 8.490 (CFS ) Total area = 4.014 (Ac .) 341 Depth of flow = 0.313 (Ft .), Average velocity = 6.766 (Ft /s) 342
343
344 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 345 Process from Point/Station 108.000 to Point/Station 108.000 346 **** CONFLUENCE OF MINOR STREAMS ****
347 ______________________________________________________________________ 348 Along Main Stream number : 1 in normal stream number 1 349 Stream flow area = 4.014 (Ac .)
350 Runoff from this stream = 8.490 (CFS )
351 Time of concentration = 16.28 min .
352 Rainfall intensity = 4.060 (In /Hr )
353
354
355 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 356 Process from Point /Station 401.000 to Point /Station 402.000 357 **** INITIAL AREA EVALUATION ****
358 ______________________________________________________________________ 359 Decimal fraction soil group A = 0.000
360 Decimal fraction soil group B = 0.000
361 Decimal fraction soil group C = 0.000
362 Decimal fraction soil group D = 1.000
363 [UNDISTURBED NATURAL TERRAIN ]
364 (Permanent Open Space )
365 Impervious value , Ai = 0.000
366 Sub -Area C Value = 0.350
367 Initial subarea total flow distance = 100.000 (Ft .) 368 Highest elevation = 709.280 (Ft .)
369 Lowest elevation = 686.650 (Ft .)
370 Elevation difference = 22.630 (Ft .) Slope = 22.630 % 371 Top of Initial Area Slope adjusted by User to 23.240 % 372 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
373 The maximum overland flow distance is 100.00 (Ft ) 374 for the top area slope value of 23.24 %, in a development type of 375 Permanent Open Space
376 In Accordance With Figure 3-3
377 Initial Area Time of Concentration = 4.73 minutes 378 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 379 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 23.240^ (1/3)]= 4.73 380 Calculated TC of 4.731 minutes is less than 5 minutes , 381 resetting TC to 5.0 minutes for rainfall intensity calculations 382 Rainfall intensity (I) = 8.695 (In /Hr ) for a 100.0 year storm 383 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 384 Subarea runoff = 0.207 (CFS )
385 Total initial stream area = 0.068 (Ac .)
386
387
388 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 389 Process from Point /Station 402.000 to Point /Station 108.000 390 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
391 ______________________________________________________________________ 392 Estimated mean flow rate at midpoint of channel = 1.444 (CFS ) 393 Depth of flow = 0.405 (Ft .), Average velocity = 8.815 (Ft /s) 394 ******* Irregular Channel Data ***********
395 --------------------------------------------------- -------------- 396 Information entered for subchannel number 1 :
397 Point number 'X' coordinate 'Y' coordinate
398 1 0.00 1.00
399 2 1.00 0.00
400 3 2.00 1.00
401 Manning 's 'N' friction factor = 0.016
402 --------------------------------------------------- -------------- 403 Sub -Channel flow = 1.444 (CFS )
404 ' ' flow top width = 0.809 (Ft .)
405 ' ' velocity = 8.815 (Ft /s)
406 ' ' area = 0.164 (Sq .Ft )
407 ' ' Froude number = 3.454
408
409 Upstream point elevation = 687.650 (Ft .)
410 Downstream point elevation = 601.330 (Ft .)
411 Flow length = 717.000 (Ft .)
412 Travel time = 1.36 min .
413 Time of concentration = 6.09 min.
414 Depth of flow = 0.405(Ft.)
415 Average velocity = 8.815 (Ft /s)
416 Total irregular channel flow = 1.444 (CFS )
417 Irregular channel normal depth above invert elev . = 0.405 (Ft .) 418 Average velocity of channel (s) = 8.815 (Ft /s)
419 Adding area flow to channel
420 Rainfall intensity (I) = 7.659 (In /Hr ) for a 100.0 year storm 421 Decimal fraction soil group A = 0.000
422 Decimal fraction soil group B = 0.000
423 Decimal fraction soil group C = 0.000
424 Decimal fraction soil group D = 1.000
425 [UNDISTURBED NATURAL TERRAIN ]
426 (Permanent Open Space )
427 Impervious value , Ai = 0.000
428 Sub -Area C Value = 0.350
429 Rainfall intensity = 7.659 (In /Hr ) for a 100.0 year storm 430 Effective runoff coefficient used for total area
431 (Q=KCIA ) is C = 0.350 CA = 0.338
432 Subarea runoff = 2.383 (CFS ) for 0.898 (Ac .)
433 Total runoff = 2.590 (CFS ) Total area = 0.966 (Ac .) 434 Depth of flow = 0.504 (Ft .), Average velocity = 10.202 (Ft /s) 435
436
437 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 438 Process from Point /Station 108.000 to Point /Station 108.000 439 **** CONFLUENCE OF MINOR STREAMS ****
440 ______________________________________________________________________ 441 Along Main Stream number : 1 in normal stream number 2 442 Stream flow area = 0.966 (Ac .)
443 Runoff from this stream = 2.590 (CFS )
444 Time of concentration = 6.09 min .
445 Rainfall intensity = 7.659 (In /Hr )
446 Summary of stream data :
447
448 Stream Flow rate TC Rainfall Intensity
449 No . ( CFS ) ( min ) ( In /Hr )
450
451
452 1 8.490 16.28 4.060
453 2 2.590 6.09 7.659
454 Qmax (1) =
455 1.000 * 1.000 * 8.490 ) +
456 0.530 * 1.000 * 2.590 ) + = 9.862
457 Qmax (2) =
458 1.000 * 0.374 * 8.490 ) +
459 1.000 * 1.000 * 2.590 ) + = 5.762
460
461 Total of 2 streams to confluence :
462 Flow rates before confluence point :
463 8.490 2.590
464 Maximum flow rates at confluence using above data :
465 9.862 5.762
466 Area of streams before confluence :
467 4.014 0.966
468 Results of confluence :
469 Total flow rate = 9.862 (CFS )
470 Time of concentration = 16.285 min .
471 Effective stream area after confluence = 4.980 (Ac .) 472
473
474 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 475 Process from Point /Station 108.000 to Point /Station 109.000 476 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
477 ______________________________________________________________________ 478 Estimated mean flow rate at midpoint of channel = 9.908 (CFS ) 479 Depth of flow = 0.346 (Ft .), Average velocity = 6.015 (Ft /s) 480 ******* Irregular Channel Data ***********
481 --------------------------------------------------- -------------- 482 Information entered for subchannel number 1 :
483 Point number 'X' coordinate 'Y' coordinate
484 1 0.00 0.63
485 2 25.00 0.13
486 3 26.50 0.00
487 4 26.50 0.50
488 5 31.50 0.60
489 Manning 's 'N' friction factor = 0.015
490 --------------------------------------------------- -------------- 491 Sub -Channel flow = 9.908 (CFS )
492 ' ' flow top width = 12.553 (Ft .)
493 ' ' velocity = 6.015 (Ft /s)
494 ' ' area = 1.647 (Sq .Ft )
495 ' ' Froude number = 2.927
496
497 Upstream point elevation = 601.330 (Ft .)
498 Downstream point elevation = 593.870 (Ft .)
499 Flow length = 130.000 (Ft .)
500 Travel time = 0.36 min .
501 Time of concentration = 16.65 min .
502 Depth of flow = 0.346 (Ft .)
503 Average velocity = 6.015 (Ft /s)
504 Total irregular channel flow = 9.908 (CFS )
505 Irregular channel normal depth above invert elev . = 0.346 (Ft .) 506 Average velocity of channel (s) = 6.015 (Ft /s)
507 Adding area flow to channel
508 Rainfall intensity (I) = 4.003 (In /Hr ) for a 100.0 year storm 509 Decimal fraction soil group A = 0.000
510 Decimal fraction soil group B = 0.000
511 Decimal fraction soil group C = 0.000
512 Decimal fraction soil group D = 1.000
513 [UNDISTURBED NATURAL TERRAIN ]
514 (Permanent Open Space )
515 Impervious value , Ai = 0.000
516 Sub -Area C Value = 0.350
517 Rainfall intensity = 4.003 (In /Hr ) for a 100.0 year storm 518 Effective runoff coefficient used for total area
519 (Q=KCIA ) is C = 0.484 CA = 2.473
520 Subarea runoff = 0.038 (CFS ) for 0.126 (Ac .)
521 Total runoff = 9.900 (CFS ) Total area = 5.106 (Ac .) 522 Depth of flow = 0.346 (Ft .), Average velocity = 6.014 (Ft /s) 523
524
525 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 526 Process from Point /Station 109.000 to Point /Station 110.000 527 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
528 ______________________________________________________________________ 529 Estimated mean flow rate at midpoint of channel = 9.966 (CFS ) 530 Depth of flow = 0.364 (Ft .), Average velocity = 5.283 (Ft /s) 531 ******* Irregular Channel Data ***********
532 --------------------------------------------------- -------------- 533 Information entered for subchannel number 1 :
534 Point number 'X' coordinate 'Y' coordinate
535 1 0.00 0.63
536 2 25.00 0.13
537 3 26.50 0.00
538 4 26.50 0.50
539 5 31.50 0.60
540 Manning 's 'N' friction factor = 0.015
541 --------------------------------------------------- -------------- 542 Sub -Channel flow = 9.966 (CFS )
543 ' ' flow top width = 13.474 (Ft .)
544 ' ' velocity = 5.283 (Ft /s)
545 ' ' area = 1.887 (Sq .Ft )
546 ' ' Froude number = 2.488
547
548 Upstream point elevation = 593.870 (Ft .)
549 Downstream point elevation = 585.800 (Ft .)
550 Flow length = 199.000 (Ft .)
551 Travel time = 0.63 min.
552 Time of concentration = 17.27 min.
553 Depth of flow = 0.364 (Ft .)
554 Average velocity = 5.283 (Ft /s)
555 Total irregular channel flow = 9.966 (CFS )
556 Irregular channel normal depth above invert elev . = 0.364 (Ft .) 557 Average velocity of channel (s) = 5.283 (Ft /s)
558 Adding area flow to channel
559 Rainfall intensity (I) = 3.908 (In /Hr ) for a 100.0 year storm 560 Decimal fraction soil group A = 0.000
561 Decimal fraction soil group B = 0.000
562 Decimal fraction soil group C = 0.000
563 Decimal fraction soil group D = 1.000
564 [UNDISTURBED NATURAL TERRAIN ]
565 (Permanent Open Space )
566 Impervious value , Ai = 0.000
567 Sub -Area C Value = 0.350
568 Rainfall intensity = 3.908 (In /Hr ) for a 100.0 year storm 569 Effective runoff coefficient used for total area
570 (Q=KCIA ) is C = 0.479 CA = 2.544
571 Subarea runoff = 0.044 (CFS ) for 0.203 (Ac .)
572 Total runoff = 9.945 (CFS ) Total area = 5.309 (Ac .) 573 Depth of flow = 0.364 (Ft .), Average velocity = 5.280 (Ft /s) 574
575
576 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 577 Process from Point /Station 110.000 to Point /Station 110.000 578 **** CONFLUENCE OF MINOR STREAMS ****
579 ______________________________________________________________________ 580 Along Main Stream number : 1 in normal stream number 1 581 Stream flow area = 5.309 (Ac .)
582 Runoff from this stream = 9.945 (CFS )
583 Time of concentration = 17.27 min .
584 Rainfall intensity = 3.908 (In /Hr )
585
586
587 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 588 Process from Point /Station 501.000 to Point /Station 502.000 589 **** INITIAL AREA EVALUATION ****
590 ______________________________________________________________________ 591 Decimal fraction soil group A = 0.000
592 Decimal fraction soil group B = 0.000
593 Decimal fraction soil group C = 0.000
594 Decimal fraction soil group D = 1.000
595 [UNDISTURBED NATURAL TERRAIN ]
596 (Permanent Open Space )
597 Impervious value , Ai = 0.000
598 Sub -Area C Value = 0.350
599 Initial subarea total flow distance = 137.000 (Ft .) 600 Highest elevation = 709.360 (Ft .)
601 Lowest elevation = 685.500 (Ft .)
602 Elevation difference = 23.860 (Ft .) Slope = 17.416 % 603 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
604 The maximum overland flow distance is 100.00 (Ft ) 605 for the top area slope value of 17.42 %, in a development type of 606 Permanent Open Space
607 In Accordance With Figure 3-3
608 Initial Area Time of Concentration = 5.21 minutes 609 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 610 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 17.420^ (1/3)]= 5.21 611 Rainfall intensity (I) = 8.469 (In /Hr ) for a 100.0 year storm 612 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 613 Subarea runoff = 0.682 (CFS )
614 Total initial stream area = 0.230 (Ac .)
615
616
617 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 618 Process from Point /Station 502.000 to Point /Station 503.000 619 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
620 ______________________________________________________________________ 621 Estimated mean flow rate at midpoint of channel = 2.105(CFS) 622 Depth of flow = 0.544 (Ft .), Average velocity = 7.120 (Ft /s) 623 ******* Irregular Channel Data ***********
624 --------------------------------------------------- -------------- 625 Information entered for subchannel number 1 :
626 Point number 'X' coordinate 'Y' coordinate
627 1 0.00 1.00
628 2 1.00 0.00
629 3 2.00 1.00
630 Manning 's 'N' friction factor = 0.030
631 --------------------------------------------------- -------------- 632 Sub -Channel flow = 2.105 (CFS )
633 ' ' flow top width = 1.087 (Ft .)
634 ' ' velocity = 7.120 (Ft /s)
635 ' ' area = 0.296 (Sq .Ft )
636 ' ' Froude number = 2.407
637
638 Upstream point elevation = 685.500 (Ft .)
639 Downstream point elevation = 619.000 (Ft .)
640 Flow length = 357.000 (Ft .)
641 Travel time = 0.84 min .
642 Time of concentration = 6.04 min .
643 Depth of flow = 0.544 (Ft .)
644 Average velocity = 7.120 (Ft /s)
645 Total irregular channel flow = 2.105 (CFS )
646 Irregular channel normal depth above invert elev . = 0.544 (Ft .) 647 Average velocity of channel (s) = 7.120 (Ft /s)
648 Adding area flow to channel
649 Rainfall intensity (I) = 7.694 (In /Hr ) for a 100.0 year storm 650 Decimal fraction soil group A = 0.000
651 Decimal fraction soil group B = 0.000
652 Decimal fraction soil group C = 0.000
653 Decimal fraction soil group D = 1.000
654 [UNDISTURBED NATURAL TERRAIN ]
655 (Permanent Open Space )
656 Impervious value , Ai = 0.000
657 Sub -Area C Value = 0.350
658 Rainfall intensity = 7.694 (In /Hr ) for a 100.0 year storm 659 Effective runoff coefficient used for total area
660 (Q=KCIA ) is C = 0.350 CA = 0.447
661 Subarea runoff = 2.757 (CFS ) for 1.047 (Ac .)
662 Total runoff = 3.439 (CFS ) Total area = 1.277 (Ac .) 663 Depth of flow = 0.654 (Ft .), Average velocity = 8.050 (Ft /s) 664
665
666 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 667 Process from Point /Station 503.000 to Point /Station 504.000 668 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 669 ______________________________________________________________________ 670 Upstream point /station elevation = 605.110 (Ft .) 671 Downstream point /station elevation = 582.760 (Ft .) 672 Pipe length = 230.00 (Ft .) Slope = 0.0972 Manning 's N = 0.013 673 No . of pipes = 1 Required pipe flow = 3.439 (CFS ) 674 Given pipe size = 18.00 (In .)
675 Calculated individual pipe flow = 3.439 (CFS )
676 Normal flow depth in pipe = 3.94 (In .)
677 Flow top width inside pipe = 14.88 (In .)
678 Critical Depth = 8.48 (In .)
679 Pipe flow velocity = 12.02 (Ft /s)
680 Travel time through pipe = 0.32 min .
681 Time of concentration (TC ) = 6.36 min .
682
683
684 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 685 Process from Point /Station 504.000 to Point /Station 110.000 686 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 687 ______________________________________________________________________ 688 Upstream point /station elevation = 582.760 (Ft .) 689 Downstream point/station elevation = 582.080(Ft.) 690 Pipe length = 15.00(Ft.) Slope = 0.0453 Manning's N = 0.013 691 No . of pipes = 1 Required pipe flow = 3.439 (CFS ) 692 Given pipe size = 24.00 (In .)
693 Calculated individual pipe flow = 3.439 (CFS )
694 Normal flow depth in pipe = 4.34 (In .)
695 Flow top width inside pipe = 18.48 (In .)
696 Critical Depth = 7.78 (In .)
697 Pipe flow velocity = 8.88 (Ft /s)
698 Travel time through pipe = 0.03 min .
699 Time of concentration (TC ) = 6.39 min .
700
701
702 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 703 Process from Point /Station 110.000 to Point /Station 110.000 704 **** CONFLUENCE OF MINOR STREAMS ****
705 ______________________________________________________________________ 706 Along Main Stream number : 1 in normal stream number 2 707 Stream flow area = 1.277 (Ac .)
708 Runoff from this stream = 3.439 (CFS )
709 Time of concentration = 6.39 min .
710 Rainfall intensity = 7.422 (In /Hr )
711 Summary of stream data :
712
713 Stream Flow rate TC Rainfall Intensity
714 No . ( CFS ) ( min ) ( In /Hr )
715
716
717 1 9.945 17.27 3.908
718 2 3.439 6.39 7.422
719 Qmax (1) =
720 1.000 * 1.000 * 9.945 ) +
721 0.527 * 1.000 * 3.439 ) + = 11.755
722 Qmax (2) =
723 1.000 * 0.370 * 9.945 ) +
724 1.000 * 1.000 * 3.439 ) + = 7.118
725
726 Total of 2 streams to confluence :
727 Flow rates before confluence point :
728 9.945 3.439
729 Maximum flow rates at confluence using above data :
730 11.755 7.118
731 Area of streams before confluence :
732 5.309 1.277
733 Results of confluence :
734 Total flow rate = 11.755 (CFS )
735 Time of concentration = 17.273 min .
736 Effective stream area after confluence = 6.586 (Ac .) 737 End of computations , total study area = 6.586 (Ac .) 738
739
740
1 2 San Diego County Rational Hydrology Program
3 4 CIVILCADD /CIVILDESIGN Engineering Software ,( c)1991 -2019 Version 9.1 5 6 Rational method hydrology program based on
7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date : 02 /10 /23
9 ------------------------------------------------------------------------ 10 22027 post poc 3 mit
11 12
13 14 ------------------------------------------------------------------------ 15 ********* Hydrology Study Control Information ********** 16 17 ------------------------------------------------------------------------ 18 19
20 Program License Serial Number 6332
21 22 ------------------------------------------------------------------------ 23 Rational hydrology study storm event year is 100.0 24 English (in -lb ) input data Units used
25 26 Map data precipitation entered :
27 6 hour , precipitation (inches ) = 3.300
28 24 hour precipitation (inches ) = 5.600
29 P6 /P24 = 58.9%
30 San Diego hydrology manual 'C' values used
31 32
33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34 Process from Point /Station 1001.000 to Point /Station 1002.000 35 **** INITIAL AREA EVALUATION ****
36 ______________________________________________________________________ 37 Decimal fraction soil group A = 0.000
38 Decimal fraction soil group B = 0.000
39 Decimal fraction soil group C = 0.000
40 Decimal fraction soil group D = 1.000
41 [UNDISTURBED NATURAL TERRAIN ]
42 (Permanent Open Space )
43 Impervious value , Ai = 0.000
44 Sub -Area C Value = 0.350
45 Initial subarea total flow distance = 165.000 (Ft .) 46 Highest elevation = 763.850 (Ft .)
47 Lowest elevation = 749.000 (Ft .)
48 Elevation difference = 14.850 (Ft .) Slope = 9.000 % 49 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
50 The maximum overland flow distance is 100.00 (Ft ) 51 for the top area slope value of 9.00 %, in a development type of 52 Permanent Open Space
53 In Accordance With Figure 3-3
54 Initial Area Time of Concentration = 6.49 minutes
55 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 56 TC = [1 .8*( 1.1 -0.3500 )*( 100.000^.5 )/( 9.000^ (1/3)]= 6.49 57 Rainfall intensity (I) = 7.348 (In /Hr ) for a 100.0 year storm 58 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.350 59 Subarea runoff = 0.293 (CFS )
60 Total initial stream area = 0.114 (Ac .)
61 62
63 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 64 Process from Point /Station 1002.000 to Point /Station 1003.000 65 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
66 ______________________________________________________________________ 67 Estimated mean flow rate at midpoint of channel = 0.616 (CFS ) 68 Depth of flow = 0.285 (Ft .), Average velocity = 7.604 (Ft /s) 69 ******* Irregular Channel Data ***********
70 ----------------------------------------------------------------- 71 Information entered for subchannel number 1 :
72 Point number 'X' coordinate 'Y' coordinate
73 1 0.00 1.00
74 2 1.00 0.00
75 3 2.00 1.00
76 Manning 's 'N' friction factor = 0.016
77 ----------------------------------------------------------------- 78 Sub -Channel flow = 0.616 (CFS )
79 ' ' flow top width = 0.569 (Ft .)
80 ' ' velocity = 7.604 (Ft /s)
81 ' ' area = 0.081 (Sq .Ft )
82 ' ' Froude number = 3.552
83 84 Upstream point elevation = 749.000 (Ft .)
85 Downstream point elevation = 700.170 (Ft .)
86 Flow length = 341.000 (Ft .)
87 Travel time = 0.75 min .
88 Time of concentration = 7.24 min .
89 Depth of flow = 0.285 (Ft .)
90 Average velocity = 7.604 (Ft /s)
91 Total irregular channel flow = 0.616 (CFS )
92 Irregular channel normal depth above invert elev . = 0.285 (Ft .) 93 Average velocity of channel (s) = 7.604 (Ft /s)
94 Adding area flow to channel
95 Rainfall intensity (I) = 6.849 (In /Hr ) for a 100.0 year storm 96 Decimal fraction soil group A = 0.000
97 Decimal fraction soil group B = 0.000
98 Decimal fraction soil group C = 0.000
99 Decimal fraction soil group D = 1.000
100 [UNDISTURBED NATURAL TERRAIN ]
101 (Permanent Open Space )
102 Impervious value , Ai = 0.000
103 Sub -Area C Value = 0.350
104 Rainfall intensity = 6.849 (In /Hr ) for a 100.0 year storm 105 Effective runoff coefficient used for total area
106 (Q=KCIA ) is C = 0.350 CA = 0.128
107 Subarea runoff = 0.582 (CFS ) for 0.251 (Ac .)
108 Total runoff = 0.875 (CFS ) Total area = 0.365 (Ac .) 109 Depth of flow = 0.325 (Ft .), Average velocity = 8.301 (Ft /s) 110
111
112 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 113 Process from Point /Station 1003.000 to Point /Station 1003.000 114 **** CONFLUENCE OF MINOR STREAMS ****
115 ______________________________________________________________________ 116 Along Main Stream number : 1 in normal stream number 1 117 Stream flow area = 0.365 (Ac .)
118 Runoff from this stream = 0.875 (CFS )
119 Time of concentration = 7.24 min .
120 Rainfall intensity = 6.849 (In /Hr )
121
122
123 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 124 Process from Point /Station 1101.000 to Point /Station 1103.000 125 **** USER DEFINED FLOW INFORMATION AT A POINT **** 126 ______________________________________________________________________ 127 User specified 'C' value of 0.234 given for subarea 128 Rainfall intensity (I) = 5.385 (In /Hr ) for a 100.0 year storm 129 User specified values are as follows :
130 TC = 10.51 min . Rain intensity = 5.38 (In /Hr )
131 Total area = 1.095 (Ac .) Total runoff = 1.387 (CFS ) 132
133
134 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 135 Process from Point /Station 1103.000 to Point /Station 1003.000 136 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 137 ______________________________________________________________________ 138 Upstream point /station elevation = 709.270 (Ft .) 139 Downstream point /station elevation = 700.170 (Ft .) 140 Pipe length = 212.00 (Ft .) Slope = 0.0429 Manning 's N = 0.013 141 No . of pipes = 1 Required pipe flow = 1.387 (CFS ) 142 Given pipe size = 18.00 (In .)
143 Calculated individual pipe flow = 1.387 (CFS )
144 Normal flow depth in pipe = 3.08 (In .)
145 Flow top width inside pipe = 13.56 (In .)
146 Critical Depth = 5.29 (In .)
147 Pipe flow velocity = 6.90 (Ft /s)
148 Travel time through pipe = 0.51 min .
149 Time of concentration (TC ) = 11.02 min .
150
151
152 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 153 Process from Point /Station 1003.000 to Point /Station 1003.000 154 **** CONFLUENCE OF MINOR STREAMS ****
155 ______________________________________________________________________ 156 Along Main Stream number : 1 in normal stream number 2 157 Stream flow area = 1.095 (Ac .)
158 Runoff from this stream = 1.387 (CFS )
159 Time of concentration = 11.02 min .
160 Rainfall intensity = 5.222 (In /Hr )
161 Summary of stream data :
162
163 Stream Flow rate TC Rainfall Intensity
164 No . ( CFS ) ( min ) ( In /Hr )
165
166
167 1 0.875 7.24 6.849
168 2 1.387 11.02 5.222
169 Qmax (1) =
170 1.000 * 1.000 * 0.875 ) +
171 1.000 * 0.657 * 1.387 ) + = 1.786
172 Qmax (2) =
173 0.762 * 1.000 * 0.875 ) +
174 1.000 * 1.000 * 1.387 ) + = 2.054
175
176 Total of 2 streams to confluence :
177 Flow rates before confluence point :
178 0.875 1.387
179 Maximum flow rates at confluence using above data :
180 1.786 2.054
181 Area of streams before confluence :
182 0.365 1.095
183 Results of confluence :
184 Total flow rate = 2.054 (CFS )
185 Time of concentration = 11.022 min .
186 Effective stream area after confluence = 1.460 (Ac .) 187
188
189 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 190 Process from Point /Station 1003.000 to Point /Station 1004.000 191 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
192 ______________________________________________________________________ 193 Depth of flow = 0.490 (Ft .), Average velocity = 8.572 (Ft /s) 194 ******* Irregular Channel Data ***********
195 ----------------------------------------------------------------- 196 Information entered for subchannel number 1 :
197 Point number 'X' coordinate 'Y' coordinate
198 1 0.00 1.00
199 2 1.00 0.00
200 3 2.00 1.00
201 Manning 's 'N' friction factor = 0.030
202 ----------------------------------------------------------------- 203 Sub -Channel flow = 2.054 (CFS )
204 ' ' flow top width = 0.979 (Ft .)
205 ' ' velocity = 8.572 (Ft /s)
206 ' ' area = 0.240 (Sq .Ft )
207 ' ' Froude number = 3.053
208
209 Upstream point elevation = 696.870 (Ft .)
210 Downstream point elevation = 651.540 (Ft .)
211 Flow length = 146.000 (Ft .)
212 Travel time = 0.28 min .
213 Time of concentration = 11.31 min .
214 Depth of flow = 0.490 (Ft .)
215 Average velocity = 8.572 (Ft /s)
216 Total irregular channel flow = 2.054 (CFS )
217 Irregular channel normal depth above invert elev . = 0.490 (Ft .) 218 Average velocity of channel (s) = 8.572 (Ft /s)
219
220
221 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 222 Process from Point /Station 1005.000 to Point /Station 1006.000 223 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
224 ______________________________________________________________________ 225 Depth of flow = 0.478 (Ft .), Average velocity = 9.003 (Ft /s) 226 ******* Irregular Channel Data ***********
227 ----------------------------------------------------------------- 228 Information entered for subchannel number 1 :
229 Point number 'X' coordinate 'Y' coordinate
230 1 0.00 1.00
231 2 1.00 0.00
232 3 2.00 1.00
233 Manning 's 'N' friction factor = 0.030
234 ----------------------------------------------------------------- 235 Sub -Channel flow = 2.054 (CFS )
236 ' ' flow top width = 0.955 (Ft .)
237 ' ' velocity = 9.003 (Ft /s)
238 ' ' area = 0.228 (Sq .Ft )
239 ' ' Froude number = 3.246
240
241 Upstream point elevation = 680.820 (Ft .)
242 Downstream point elevation = 600.490 (Ft .)
243 Flow length = 227.000 (Ft .)
244 Travel time = 0.42 min .
245 Time of concentration = 11.73 min .
246 Depth of flow = 0.478 (Ft .)
247 Average velocity = 9.003 (Ft /s)
248 Total irregular channel flow = 2.054 (CFS )
249 Irregular channel normal depth above invert elev . = 0.478 (Ft .) 250 Average velocity of channel (s) = 9.003 (Ft /s)
251 End of computations , total study area = 1.460 (Ac .) 252
253
254
ATTACHMENT 7

HYDROGRAPH

7a. HEC-HMS Simulations Results

00:00 01:00 02:00 03:00 04:00 05:00 06:00
01Jan2000
0 2
4 6
8 10
12 14
Source "Node 103" Results for Run "Mitigated Flow-1 "
Run:Mitigated Flow-1 Element:Node 103 Result:Outflow

0.000

0.005

0.010

0.015

0.020

0.025

0.030

0.035

0.040

(
f
t
)

0.00 0.37

0.75 1.12

1.50 1.88

2.25 2.62

3.00 00:00 01:00 02:00 03:00 04:00 05:00 06:00
01Jan2000
0 2
4 6
8 10
12 Reservoir "Sto-Pipe-to BMP-A" Results for Run "Miti gated Flow-1" Run:Mitigated Flow-1 Element:Sto-Pipe-to BMP-A Result:Storage EXPIRED Run:Mitigated Flow-1 Element:Sto-Pipe-to BMP-A Result:Pool Elevation EXPIRED Run:Mitigated Flow-1 Element:Sto-Pipe-to BMP-A Result:Outflow EXPIRED Run:Mitigated Flow-1 Element:Sto-Pipe-to BMP-A Result:Combined Inflow EXPIRED

00:00 01:00 02:00 03:00 04:00 05:00 06:00
01Jan2000
0 2
4 6
8 10
12 14
Source "Node 104" Results for Run "Mitigated Flow-1 "
Run:Mitigated Flow-1 Element:Node 104 Result:Outflow

0.00 0.02

0.04 0.06

0.08 0.10

0.12 0.14

0.16 0.00

0.30 0.60

0.90 1.20

1.50 1.80

2.10 2.40
00:00 01:00 02:00 03:00 04:00 05:00 06:00
01Jan2000
0 2
4 6
8 10
12 Reservoir "bmp-a" Results for Run "Mitigated Flow-1 " Run:Mitigated Flow-1 Element:bmp-a Result:Storage EXPIRED Run:Mitigated Flow-1 Element:bmp-a Result:Pool Elevation EXPIRED Run:Mitigated Flow-1 Element:bmp-a Result:Outflow EXPIRED Run:Mitigated Flow-1 Element:bmp-a Result:Combined Inflow EXPIRED

00:00 01:00 02:00 03:00 04:00 05:00 06:00
01Jan2000

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Source "Source-2" Results for Run "Mitigated Flow-1 " Run:Mitigated Flow-1 Element:Source-2 Result:Outflow

0.000

0.005

0.010

0.015

0.020

0.00 0.41

0.82 1.23

1.64 00:00 01:00 02:00 03:00 04:00 05:00 06:00
01Jan2000

0.0 0.5

1.0 1.5

2.0 2.5
Reservoir "Sto-2" Results for Run "Mitigated Flow-1 "
Run:Mitigated Flow-1 Element:Sto-2 Result:Storage EXPIRED Run:Mitigated Flow-1 Element:Sto-2 Result:Pool Elevation EXPIRED Run:Mitigated Flow-1 Element:Sto-2 Result:Outflow EXPIRED Run:Mitigated Flow-1 Element:Sto-2 Result:Combined Inflow EXPIRED 7b. Runoff Coefficient C After Detention Structure

CALCULATION AFTER THE DETENTION STRUCTURE
The purpose of the detention structure is to alter the peak flow and or time to peak of a given storm so it will not have a negative impact on the downstream facilities. There are different methods on how to use the resulting values of the outflow hydrograph.

For the purposes of this example there will be an association of the following values:

Q
in = Is equal to the inflow value that will enter the basin before storage Qout = Is equal to the outflow value that will exit the basin after storage Tc in = Is equal to the Time of Concentration flowing into the basin before detention Tc out = Is equal to the Time of Concentration exiting the basin after detention A = Area of the tributary area being examined; (This value does not change) cinflow = The runoff coefficient going into the basin for detention cout = The runoff coefficient recalculated taking into account water stored in pond for detention

One method is to keep the value of c(inflow) and solve for the I=intensity & Tc(outflow). In this interpretation, we will get a Tc that will not match the value of the Tc (out of the detention structure)
of the outflow hydrograph that was calculated using the detention pond. The Tc Using this method shows a disruption on the oneness & continuity of the outflow hydrograph & the formula Q=cIA.

The second method; that is the method we are using is to recalculate the c=coefficient based on the fix values of the outflow hydrograph to achieve a cout . This value uses the c inflow from the flow into the detention basin and then is recalculated by the output of the hydrograph software using Q=cIA; translated as c=Q/IA . This method preserves the formula Q=cIA & does not alter the Tc (out of the detention structure) . This method shows that in order to maintain mathematical integrity of the rational equation (Q=CIA), the detention structure alters the runoff coefficient which is the only unknown in the equation. It is noted that the designer feels it is important to hold the value of Tc and the Q values that are calculated from the hydrograph.

The routing of the runoff through the detention structure gives us the Q (out of the detention structure) and T∆ time lag between Q (inflow) & Q (out of the detention structure) .

The known fix values coming out of the detention structure are:
o Q = cfs
o Tc (out of the detention structure) = minutes
o A = acres
o Please note that c=coefficient is not given directly from the resulting hydrograph coming out of the detention pond.

In order to satisfy the rational equation of Q=CIA (see Section 3 of the 2003 San Diego County Hydrology Manual) coming out of the detention structure, we will calculate the only unknown value of the equation which is the outlet runoff coefficient, C (outlet) . By using the Tc (out of the detention structure) we can solve for the intensity, I. With the intensity (I) value calculated, we can solve for the outlet runoff coefficient, C(outlet) .

The following equations are used in
this stage: Q = CIA I =

7.44P 6D-0.645

Where:

Q
(out of the detention structure) = runoff (cfs), known value Tc (inflow) = detention structure inflow time of concentration (D) (minutes)
T∆ = time lag between Q
(inflow) & Q (out of the detention structure)

(minutes) Tc (out of the detention structure) = Tc (inflow) + T∆ (minutes) P6 = 6 hour precipitation (inches), known value.

I = intensity (inches/hour), calculated based on the value of Tc (out of the detention structure) A = tributary area of the detention structure (acres),
known value C(outflow) = runoff coefficient (unitless), value to be solved

CALCULATIONS For STO-1
AT THE

OUTFLOW OF
STO-1

LINE ITEM REMARKS
1 P6 inch 3.3 KNOWN VALUE
2 TC (inflow) mins 8.6 KNOWN VALUE
3 TC (lag) mins 1 FROM THE OUTFLOW HYDROGRAPH
4 TC (ouflow) mins 9.6 LINE 2+3
5 I inches/hour 5.708 FROM THE INTENSITY FORMULA
6 Q(outflow) 10.35706 KNOWN VALUE
7 A (inflow=outflow) 2.3 KNOWN VALUE
8 c(inflow) 0.859 KNOWN VALUE FROM THE CONTRIBUTING

BASIN(S)
9 c(outflow) 0.789 CALCULATED FROM C=Q/IA

CALCULATIONS For BMP-A
AT THE

OUTFLOW OF
STO-1

LINE ITEM REMARKS
1 P6 inch 3.3 KNOWN VALUE
2 TC (inflow) mins 9.6 KNOWN VALUE
3 TC (lag) mins 5 FROM THE OUTFLOW HYDROGRAPH
4 TC (ouflow) mins 14.6 LINE 2+3
5 I inches/hour 4.356 FROM THE INTENSITY FORMULA
6 Q(outflow) 6.20628 KNOWN VALUE
7 A (inflow=outflow) 2.84 KNOWN VALUE
8 c(inflow) 0.749 KNOWN VALUE FROM THE CONTRIBUTING

BASIN(S)
9 c(outflow) 0.502 CALCULATED FROM C=Q/IA

CALCULATIONS For STO-2
AT THE

OUTFLOW OF
STO-2

LINE ITEM REMARKS
1 P6 inch 3.3 KNOWN VALUE
2 TC (inflow) mins 6.51 KNOWN VALUE
3 TC (lag) mins 4 FROM THE OUTFLOW HYDROGRAPH
4 TC (ouflow) mins 10.51 LINE 2+3
5 I inches/hour 5.385 FROM THE INTENSITY FORMULA
6 Q(outflow) 1.38743 KNOWN VALUE
7 A (inflow=outflow) 1.1 KNOWN VALUE
8 c(inflow) 0.35 KNOWN VALUE FROM THE CONTRIBUTING

BASIN(S)
9 c(outflow) 0.234 CALCULATED FROM C=Q/IA

The preceding highlighted data are then used to continue the calculations downstream of the detention structure.

In summary these are the steps of the calculations presented here:

1. Hydrologic methods of calculation as laid out in the 2003 San Diego Hydrology Manual was used upstream of the detention structure. These includes the methods of determining c, Tc and confluence of a junction. The c values used in the proposed conditions range from “undisturbed natural terrain” to “low & high density residential” whichever is appropriate for the contributing basin.

2. At the outflow of the detention structure, the c value was recalculated using the resulting values of the outflow hydrograph. This method preserves the values of Tc (out of the detention structure) , A & Q (outflow) . Methods and software satisfy the formula Q=cIA & the 2003 San Diego Hydrology Manual. This step shows that in order to maintain mathematical integrity of the rational equation (Q=CIA), the detention structure alters the runoff coefficient which is the only unknown in the equation.

3. The values determined in step 2 were used in the continuation of the calculations using the Hydrologic methods of calculation as laid out in the 2003 San Diego Hydrology Manual downstream of the detention structure. These includes the methods of determining c, Tc and confluence of a junction. The c values used in the proposed conditions range from “undisturbed natural terrain” to “low & high density residential” whichever is appropriate for the contributing basin.

San Marcos City CouncilSeptember 9, 2025

San Marcos City Council
September 9, 2025