SP22-0003_Staff Report_Attach B4_Appx I _Preliminary Drainage Study — San Marcos City Council, October 24, 2023

PRELIMINARY DRAINAGE STUDY MARCOS
www.fuscoe.com

PRELIMINARY DRAINAGE STUDY May 2023

MARCOS, SAN MARCOS, CA 1

PRELIMINARY DRAINAGE STUDY

Marcos

TSM 22-0002
PROJECT ADDRESS: Grand Avenue and Linda Vista Drive
APN: 219-152-42, 44, 45, 51, 61, 70, 75, 76, 77, 78, 79

SAN MARCOS, CA

Prepared By:

________________________________________________________________________ Kenneth T. Kozlik, PE RCE 71883 EXP: 12-31-23

Fuscoe Engineering, Inc.
6390 Greenwich Dr., Ste 170
San Diego, CA 92122

For
California Pacific Homes, Inc
5251 California Avenue, Suite 250
Irvine, CA 92617-3074
949-833-6104
and
AOA San Marcos, LLC
709 Randolph Avenue
Costa Mesa, CA 92626
714-966-6661

May 2023

PRELIMINARY DRAINAGE STUDY May 2023

MARCOS, SAN MARCOS, CA 2

TABLE OF CONTENTS

1.0 PROJECT DESCRIPTION ........................................................................................ 3

2.0 SITE INFORMATION ................................................................................................ 3

2.1 GEOTECHNICAL CONDITIONS ............................................................................... 3

2.2 BASIN DESCIPTION .................................................................................................. 4

3.0 METHODOLOGY...................................................................................................... 5

3.1 RATIONAL METHOD ............................................................................................... 5

3.1 DATUM ....................................................................................................................... 6

4.0 CALCULATIONS/RESULTS ..................................................................................... 6

5.0 SUMMARY AND CONCLUSIONS .......................................................................... 7

6.0 APPENDICES ........................................................................................................... 7

Appendix 1: Hydrology Manual Excerpts
Appendix 2: Soils Map
Appendix 3: AES Existing Hydrology Analysis
Appendix 4: AES Proposed Hydrology Analysis
Appendix 5: Detention Analysis
Appendix 6: Existing and Proposed Hydrology Exhibits
Appendix 7: Excerpts from Channel Improvement Plan As-Built Drawings

PRELIMINARY DRAINAGE STUDY May 2023

MARCOS, SAN MARCOS, CA 3

Figure 1 Vicinity Map

1.0 PROJECT DESCRIPTION

The Marcos project consists of approximately 10.8 acres near the southwest corner of the Linda Vista Drive and Grand Avenue intersection in the city of San Marcos, California. The project is bisected by a channel which separates the project into two development areas. The 5.0 acres north of the channel will be used to develop 102 condominium residential units while the 5.8 acres south of the channel will be developed for commercial and mixed use.

2.0 SITE INFORMATION

The following sections summarize the site conditions which relate to drainage and hydromodification, including the geotechnical conditions, drainage basins, and the low flow threshold determination.

2.1 GEOTECHNICAL CONDITIONS

The Hydrologic Soils Group for the project was determined from the SANGIS Hydromod BMP Website. The site for this project is a mix of Hydrologic Soil Group C and Group D.

Please refer to Appendix 2 for the custom soils map.

PRELIMINARY DRAINAGE STUDY May 2023

MARCOS, SAN MARCOS, CA 4

2.2 BASIN DESCIPTION

The existing site consists of two development area that were previously commercial pads but have had the buildings demolished. From an aerial view, both areas visually appear flat. The channel was recently improved by the City of San Marcos (CIP Project Code 88214, “Grand Avenue Drainage / Road Improvements”, IP-4826 and VWD no. 201930). The channel improvement drawings have been provided in Appendix 7 for reference. Each development area had new storm drain added to collect runoff from the pads and discharge into the improved channel. A bridge was constructed to link the two development areas as well.

Upon closer inspection of the topography shown on the Existing Hydrology Exhibit in Appendix 6, one can see that there are some subtle flow paths where the residential site drains to the storm drain outlets that were constructed as part of the channel improvements at nodes 200 and 400. The westerly third of the residential site leads to a local depression near node 10 before spilling out onto the adjacent property to the west. For AES calculation purposes, that localized ponding was ignored.

The commercial site has less defined flow paths. It appears that some of the site drains to the newly constructed storm drain outlets at nodes 300, 700 and 900 while other parts may sheet flow over the side of the channel at nodes 600 and 800. The easternmost third of the commercial site is very flat due to the concrete foundations that were left behind. While the flow paths are less definitive, it appears as though some of it flows out through sheet flow onto Linda Vista Drive. There are storm drain inlets further south down Linda Vista Drive that discharge into the same channel that bisects the project, so any runoff that leaves the project site ultimately ends up in the same channel.

As shown on the Proposed Hydrology Exhibit in Appendix 6, the proposed development areas will be re- graded to ensure that the runoff is routed to the channel. Runoff will no longer be allowed to spill out onto the adjacent property to the south or out onto Linda Vista Drive. The residential site has a system of concrete swales and storm drains to collect runoff and convey it to water quality basins and/or underground detention structures for hydromodification storage before being discharged to the channel at nodes 200, PRELIMINARY DRAINAGE STUDY May 2023

MARCOS, SAN MARCOS, CA 5

400 and 1000. The commercial site has a similar system which outlets to the channel at nodes 300, 700 and 900.

3.0 METHODOLOGY

3.1 RATIONAL METHOD
The design criteria, as found in the County of San Diego Department of Public Works Flood Control Division Hydrology Manual, specifies the design runoff conditions within the San Diego County Flood Control District will be based on the 100-year storm frequency, as follows:

1.) Design for areas over 1 square mile will be based on the 100-year frequency storm.

2.) For areas under 1 square mile –
a. The storm drain system shall be designed so that the combination of storm drain system capacity and overflow both inside and outside the right of way will be able to carry the 100 year frequency storm without damaging adjacent existing buildings or potential building sites.
b. The storm drain system shall be designed so that the combination of storm drain system capacity and allowable street overflow will be able to carry the 50 year frequency storm without damaging adjacent property.
c. Where a storm drain is required under headings 1 or 2 above, then as a minimum, the drain shall be designed to carry the 10-year frequency storm.

3.) Sump areas are to be designed for a sump capacity or outfall of a 100-year frequency storm.

Runoff produced on the project site will be calculated for the 100-year storm event using the methodology outlined in the 2003 San Diego County Hydrology Manual. Runoff will be calculated using the Rational Method, which is given by the following equation:

Q = C x I x A

Where:

Q = Flow rate in cubic feet per second (cfs)
C = Runoff coefficient
I = Rainfall Intensity in inches per hour (in/hr)
A = Drainage basin area in acres, (ac)

Soil Type – Hydrologic soil groups C and D are the prevalent soil groups on the project site as can be seen in the Soil Hydrologic Groups map provided in Appendix 2. Group C soils have slow infiltration rates when thoroughly wetted. This consists of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. Group D soils have a very slow infiltration rate when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials. Both type C & D soils have a very slow rate of water transmission.

Runoff Coefficient – In accordance with the County of San Diego standards, the appropriate runoff coefficients were determined based on table 3-1 from the 2003 San Diego County Hydrology Manual.

For the existing conditions, a C factor of 0.81 or 0.82 was used dependent on the prevalence of Soil Type C or D in each subbasin. This was chosen based on the current zoning of the property being for commercial use.

For the proposed conditions on the residential site, the C factor was determined by using the density and the soil type found in each subbasin. If more than one soil type was present, a weighted average was calculated PRELIMINARY DRAINAGE STUDY May 2023

MARCOS, SAN MARCOS, CA 6

to determine the C factor. As shown on Table 3-1 in Appendix 1, the proposed residential density was calculated to be 20.3 DU/AC.

C factors per Table 3-1 in Appendix 1
Soil Type C Soil Type D
High Density Residential, 24.0 DU/AC or less 0.69 0.71
General Commercial 0.81 0.82

3.1 DATUM
The elevations utilized within this Drainage Study are based on the NGVD 29 Datum, since that datum was used for the aerial topography available at the time of this study’s preparation. Since that time, the City of San Marcos has converted to using the NAVD 88 Datum. The project’s Conceptual Grading Plans have been updated to the NAVD 88 Datum in accordance with City of San Marcos requirements. To convert the NGVD 29 elevations in this Drainage Study to the corresponding NAVD 88 elevations shown on the Conceptual Grading Plans, the conversion factor is +2.31 feet. The conversion factor was obtained utilizing the publicly available NGS Coordinate Conversion and Transformation Tool (NCAT).

4.0 CALCULATIONS/RESULTS

Detention Analysis was run using Civil 3D’s Hydraflow software. Each of the water quality basins and underground detention structures was studied. Only volumes above the riser orifice were a part of the study, thus omitting any volume below the basin finished surface elevation. Refer to Appendix 5 for more information.

Detention Analysis Results
WEST Before Detention After Detention
BMP ID Node
#
Tc
(min) A (ac) Q Node Tc
(min)
A
(ac)
Qdet
(cfs) ∆ (cfs)
1 WEST 1004 6.66 0.9 4.45 1004 6.66 0.90 3.64 -0.81
2 WEST 400 10.19 1.3 4.78 400 10.19 1.28 4.14 -0.64
3-DET
WEST 206 9.14 2.6 10.23 204 9.14 2.57 6.80 -3.43

EAST Before Detention After Detention
BMP ID Node
#
Tc
(min) A (ac) Q Node Tc
(min)
A
(ac)
Qdet
(cfs) ∆ (cfs)
A1 904 4.96 0.6 3.94 904 5.00 0.60 2.79 -1.15
B1 704 5.00 0.8 6.91 704 5.00 0.81 5.69 -1.22
B2 730 4.64 1.8 12.62 730 5.00 1.80 6.87 -5.75
B3 720 5.15 0.5 3.11 720 5.15 0.50 2.61 -0.50
B4 710 5.68 0.8 5.28 708 5.68 0.80 4.29 -0.99
D1 305 4.23 1.4 9.30 305 5.00 1.40 5.34 -3.96
D1-DET 301 5.74 1.4 5.34 301 5.74 1.40 4.25 -1.09

The results from the detention analysis were applied to the nodes listed above and re-run through AES. The post-detention AES runs can be found in Appendix 4. The results are summarized in the table below.

PRELIMINARY DRAINAGE STUDY May 2023

MARCOS, SAN MARCOS, CA 7

Existing Proposed (post detention)
A
(Acre)
Tc (Min.) Q (CFS) A (Acre) Tc (Min.) Q (CFS)
Node 10 1.6 7.9 7.9 - - -
Node 100 7.9 11.9 33.2 10.7 9.5 33.2
Node 30 1.4 6.9 7.5 - - -
See appendix 3 & 4 for AES Analysis

5.0 SUMMARY AND CONCLUSIONS

The storm drain system for the Marcos project’s residential and commercial development areas has been designed for the 100-year storm event. Through the use of onsite detention systems, the site has been designed so that the channel will see no increase in flow for the proposed condition. The table in section

4.0 summarizes the existing and proposed results. The proposed project will benefit the adjacent properties by eliminating potential vector control issues with localized ponding and re-routing flows that currently lead off-site or add to runoff in the street. In the proposed condition, those off-site runoffs will be captured, treated for water quality, and safely released to the channel.

6.0 APPENDICES

APPENDIX 1: HYDROLOGY MANUAL EXCERPTS

APPENDIX 2: SOILS MAP

GRAND AVE
LINDA VISTA DR.MARCOSSOIL TYPESJOB NO.DRAWN BY:SHEET1 of 1GNIREEN EIGN6390 Greenwich Dr., Suite 170San Diego, California 92122tel 858.554.1500 fax 858.597.0335www.fuscoe.com

SOIL TYPEC

SOIL TYPED

SOIL TYPEC
APPENDIX 3: AES EXISTING HYDROLOGY ANALYSIS

AES DATA SUMMARY
Job Name: Marcos
Date:

Job #: 1960-001 Run Name:

P6: 3.2 AV-E10.DAT / AV-E30.DAT

EXISTING CONDITIONS
1 2 3
14 12 2 542.71 541.20 78.0 0.81 0.09
12 10 5 541.20 538.00 360.0
12 10 8 0.81 1.47

1.56 34 32 2 546.60 545.60 68 0.81 0.27
32 30 5 545.60 542.10 330
32 30 8 0.81 1.08

1.35 AV-E30.DAT
Comments BANK
AV-E10.DAT
3/3/2023
Node to Node Code Elev 1 (ft) Elev 2 (ft) Length
(ft)
C-
factor
Area
(ac)

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

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1355
Analysis prepared by:

Fuscoe Engineering
6390 Greenwich Dr
Suite 170
San Diego, CA 92064
************************** DESCRIPTION OF STUDY ************************** * ARTISTS VILLAGE * * EXISTING HYDROLOGY * * BASIN 10 * ************************************************************************** FILE NAME: AV-E10.DAT
TIME/DATE OF STUDY: 10:09 03/03/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 78.00
UPSTREAM ELEVATION(FEET) = 542.71
DOWNSTREAM ELEVATION(FEET) = 541.20
ELEVATION DIFFERENCE(FEET) = 1.51
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.699
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.61
TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.61 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 10.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 541.20 DOWNSTREAM(FEET) = 538.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 CHANNEL SLOPE = 0.0089 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.61
FLOW VELOCITY(FEET/SEC) = 1.41 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.24 Tc(MIN.) = 7.94
LONGEST FLOWPATH FROM NODE 14.00 TO NODE 10.00 = 438.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.256
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8100
SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 7.45 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 7.90 TC(MIN.) = 7.94
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.6 TC(MIN.) = 7.94 PEAK FLOW RATE(CFS) = 7.90
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

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

Fuscoe Engineering
6390 Greenwich Dr
Suite 170
San Diego, CA 92064
************************** DESCRIPTION OF STUDY ************************** * ARTISTS VILLAGE * * EXISTING HYDROLOGY * * BASIN 30 * ************************************************************************** FILE NAME: AV-E30.DAT
TIME/DATE OF STUDY: 10:07 03/03/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 68.00
UPSTREAM ELEVATION(FEET) = 546.60
DOWNSTREAM ELEVATION(FEET) = 545.60
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.785
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 1.84
TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 1.84 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 545.60 DOWNSTREAM(FEET) = 542.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.0106 CHANNEL FLOW THRU SUBAREA(CFS) = 1.84
FLOW VELOCITY(FEET/SEC) = 1.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.16 Tc(MIN.) = 6.94
LONGEST FLOWPATH FROM NODE 34.00 TO NODE 30.00 = 398.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.823
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8100
SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 5.97 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 7.46 TC(MIN.) = 6.94
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.4 TC(MIN.) = 6.94 PEAK FLOW RATE(CFS) = 7.46
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

AES DATA SUMMARY
Job Name: Marcos
Date:

Job #: 1960-001 Run Name:

P6: 3.2 AV-E100.DAT

EXISTING CONDITIONS
1 2 3
902 901 2 545.00 544.23 58.0 0.81 0.08
901 900 5 544.23 541.00 360.0
901 900 8 0.82 1.68
900 106 3 541.00 535.60 30
106 105 5 535.60 535.00 145 Stream
800 105 8 0.82 0.1
105 104 5 535.00 534.50 88 Stream
104 104 1 1 of 2
902 701 2 545.00 544.13 61.0 0.81 0.07
701 700 5 544.13 540.86 250
701 700 8 0.82 0.85
700 104 3 540.86 534.50 40
104 104 1 2 of 2
104 103 5 534.50 533.50 120.0 Stream
600 103 8 0.82 0.15
103 103 1 1 of 3
902 501 2 545.00 544.13 61.0 0.81 0.08
501 500 5 544.13 539.00 500.0
501 500 8 0.81 1.28
500 103 5 539.00 533.50 35 Stream
103 103 1 2 of 3
402 401 2 542.71 542.00 56 0.81 0.3
401 400 5 542.00 538.99 270
401 400 8 0.81 1.64
400 103 3 538.99 533.50 50
103 103 1 3 of 3
103 102 5 533.50 533.00 160 Stream
300 102 8 0.82 0.31
102 101 5 533.00 532.00 100 Stream
101 101 1 1 of 2
Node to Node BANK
AV-E100.dat
C-
factor
Length
(ft)Elev 2 (ft)Elev 1 (ft)Code
3/3/2023
CommentsArea
(ac)

AES DATA SUMMARY
Job Name: Marcos
Date:

Job #: 1960-001 Run Name:

P6: 3.2 AV-E100.DAT

EXISTING CONDITIONS
1 2 3
202 201 2 542.50 539.80 72 0.81 0.3
201 200 5 539.80 537.33 145
201 200 8 0.81 1.09
200 101 5 537.33 532.00 35 Stream
101 101 1 2 of 2
101 100 5 532.00 531.40 110 Stream

7.93 Comments BANK
3/3/2023
Node to Node Code Elev 1 (ft) Elev 2 (ft) Length
(ft)
C-
factor
Area
(ac)
Total

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

Fuscoe Engineering
6390 Greenwich Dr
Suite 170
San Diego, CA 92064
************************** DESCRIPTION OF STUDY ************************** * MARCOS * * EXISTING HYDROLOGY * * BASIN 100 * ************************************************************************** FILE NAME: AV-E100.DAT
TIME/DATE OF STUDY: 09:27 03/03/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NODE 901.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 58.00
UPSTREAM ELEVATION(FEET) = 545.00
DOWNSTREAM ELEVATION(FEET) = 544.23
ELEVATION DIFFERENCE(FEET) = 0.77
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.617
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 900.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 544.23 DOWNSTREAM(FEET) = 541.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 CHANNEL SLOPE = 0.0090 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.55
FLOW VELOCITY(FEET/SEC) = 1.42 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.22 Tc(MIN.) = 7.84
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 900.00 = 418.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 900.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.308
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8195
SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 8.69 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 9.10 TC(MIN.) = 7.84
**************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 541.00 DOWNSTREAM(FEET) = 535.60 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 19.33
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.10
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.87
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 106.00 = 448.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 105.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.60 DOWNSTREAM(FEET) = 535.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0041 CHANNEL FLOW THRU SUBAREA(CFS) = 9.10
FLOW VELOCITY(FEET/SEC) = 1.57 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 9.41
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 105.00 = 593.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.609
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8196
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 9.10 TC(MIN.) = 9.41
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 104.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.00 DOWNSTREAM(FEET) = 534.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 88.00 CHANNEL SLOPE = 0.0057 CHANNEL FLOW THRU SUBAREA(CFS) = 9.10
FLOW VELOCITY(FEET/SEC) = 1.84 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 10.20
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 104.00 = 681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 10.20
RAINFALL INTENSITY(INCH/HR) = 5.32
TOTAL STREAM AREA(ACRES) = 1.86
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.10
**************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 61.00
UPSTREAM ELEVATION(FEET) = 545.00
DOWNSTREAM ELEVATION(FEET) = 544.13
ELEVATION DIFFERENCE(FEET) = 0.87
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.622
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.48
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.48 **************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 700.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 544.13 DOWNSTREAM(FEET) = 540.86 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0131 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.48
FLOW VELOCITY(FEET/SEC) = 1.72 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.43 Tc(MIN.) = 6.05
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 700.00 = 311.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 700.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.455
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8192
SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 5.20 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 5.62 TC(MIN.) = 6.05
**************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 540.86 DOWNSTREAM(FEET) = 534.50 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.03
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.62
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.09
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 104.00 = 351.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.09
RAINFALL INTENSITY(INCH/HR) = 7.42
TOTAL STREAM AREA(ACRES) = 0.92
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.62
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.10 10.20 5.322 1.86
2 5.62 6.09 7.422 0.92

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.05 6.09 7.422
2 13.13 10.20 5.322
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 13.13 Tc(MIN.) = 10.20
TOTAL AREA(ACRES) = 2.8
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 104.00 = 681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.50 DOWNSTREAM(FEET) = 533.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00 CHANNEL SLOPE = 0.0083 CHANNEL FLOW THRU SUBAREA(CFS) = 13.13
FLOW VELOCITY(FEET/SEC) = 2.45 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 11.02
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 103.00 = 801.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.064
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8195
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 2.9 TOTAL RUNOFF(CFS) = 13.13 TC(MIN.) = 11.02
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 11.02
RAINFALL INTENSITY(INCH/HR) = 5.06
TOTAL STREAM AREA(ACRES) = 2.93
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.13
**************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 500.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 544.13 DOWNSTREAM(FEET) = 539.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0103 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.55
FLOW VELOCITY(FEET/SEC) = 1.52 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.48 Tc(MIN.) = 9.11
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 500.00 = 561.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 500.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.727
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8100
SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 5.94 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 6.31 TC(MIN.) = 9.11
**************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 103.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 539.00 DOWNSTREAM(FEET) = 533.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 35.00 CHANNEL SLOPE = 0.1571 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 6.31
FLOW VELOCITY(FEET/SEC) = 7.05 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.19
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 103.00 = 596.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 9.19
RAINFALL INTENSITY(INCH/HR) = 5.69
TOTAL STREAM AREA(ACRES) = 1.36
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.31
**************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 56.00
UPSTREAM ELEVATION(FEET) = 542.71
DOWNSTREAM ELEVATION(FEET) = 542.00
ELEVATION DIFFERENCE(FEET) = 0.71
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.609
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 2.05
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 2.05 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 400.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 542.00 DOWNSTREAM(FEET) = 538.99 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0111 CHANNEL FLOW THRU SUBAREA(CFS) = 2.05
FLOW VELOCITY(FEET/SEC) = 1.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.46 Tc(MIN.) = 6.07
LONGEST FLOWPATH FROM NODE 402.00 TO NODE 400.00 = 326.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 400.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.437
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8100
SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 9.88 TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 11.69 TC(MIN.) = 6.07
**************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 538.99 DOWNSTREAM(FEET) = 533.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.13
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.69
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.12
LONGEST FLOWPATH FROM NODE 402.00 TO NODE 103.00 = 376.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 6.12
RAINFALL INTENSITY(INCH/HR) = 7.40
TOTAL STREAM AREA(ACRES) = 1.94
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.69
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 13.13 11.02 5.064 2.93
2 6.31 9.19 5.694 1.36
3 11.69 6.12 7.399 1.94

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 24.88 6.12 7.399
2 26.98 9.19 5.694
3 26.74 11.02 5.064
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 26.98 Tc(MIN.) = 9.19
TOTAL AREA(ACRES) = 6.2
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 103.00 = 801.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 102.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 533.50 DOWNSTREAM(FEET) = 533.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00 CHANNEL SLOPE = 0.0031 CHANNEL FLOW THRU SUBAREA(CFS) = 26.98
FLOW VELOCITY(FEET/SEC) = 1.82 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = 10.66
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 102.00 = 961.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.175
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8147
SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 6.5 TOTAL RUNOFF(CFS) = 27.57 TC(MIN.) = 10.66
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 101.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 533.00 DOWNSTREAM(FEET) = 532.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL SLOPE = 0.0100 CHANNEL FLOW THRU SUBAREA(CFS) = 27.57
FLOW VELOCITY(FEET/SEC) = 3.27 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 11.17
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 101.00 = 1061.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 11.17
RAINFALL INTENSITY(INCH/HR) = 5.02
TOTAL STREAM AREA(ACRES) = 6.54
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.57
**************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 72.00
UPSTREAM ELEVATION(FEET) = 542.50
DOWNSTREAM ELEVATION(FEET) = 539.80
ELEVATION DIFFERENCE(FEET) = 2.70
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.851
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 2.05
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 2.05 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 200.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 539.80 DOWNSTREAM(FEET) = 537.33 CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0170 CHANNEL FLOW THRU SUBAREA(CFS) = 2.05
FLOW VELOCITY(FEET/SEC) = 2.26 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 3.92
LONGEST FLOWPATH FROM NODE 202.00 TO NODE 200.00 = 217.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 200.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8100
SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 7.44 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 9.49 TC(MIN.) = 3.92
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 101.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 537.33 DOWNSTREAM(FEET) = 532.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 35.00 CHANNEL SLOPE = 0.1523 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 9.49
FLOW VELOCITY(FEET/SEC) = 7.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 4.00
LONGEST FLOWPATH FROM NODE 202.00 TO NODE 101.00 = 252.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 4.00
RAINFALL INTENSITY(INCH/HR) = 8.43
TOTAL STREAM AREA(ACRES) = 1.39
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.49
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 27.57 11.17 5.021 6.54
2 9.49 4.00 8.431 1.39

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 25.92 4.00 8.431
2 33.23 11.17 5.021
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 33.23 Tc(MIN.) = 11.17
TOTAL AREA(ACRES) = 7.9
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 101.00 = 1061.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 100.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 532.00 DOWNSTREAM(FEET) = 531.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 110.00 CHANNEL SLOPE = 0.0055 CHANNEL FLOW THRU SUBAREA(CFS) = 33.23
FLOW VELOCITY(FEET/SEC) = 2.54 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 11.89
LONGEST FLOWPATH FROM NODE 902.00 TO NODE 100.00 = 1171.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 7.9 TC(MIN.) = 11.89 PEAK FLOW RATE(CFS) = 33.23
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

APPENDIX 4: AES PROPOSED HYDROLOGY ANALYSIS

Job Name:

Job #:

Run Name:

Date:

Notes:
1 2 3
1000 1000 7 Tc=6.81 Q=4.45 A= 0.92 From 1000 Run
1000 106 5 536.5 535.6 60 - -
106 106 1 - - - - - 1 of 2
907 906 2 544.5 543.73 70 0.82 0.09
906 904 3 540.78 538.85 195
906 904 8 0.82 0.48 I1
904 902 3 538.85 538.68 35 - -
902 900 3 538.68 535.76 15 - -
900 106 5 535.76 535.6 15 - -
106 106 1 - - - - - 2 of 2
106 105 5 535.6 535 145 - -
105 104 5 535 534.5 88 - -
104 104 10 - - - - - SAVE TO BANK 1
740 738 2 545.65 544.1 67 0.81 0.12 G1
738 736 9 544.1 543.6 45 0.81 0.12 G2
736 730 3 543.6 542.85 80 - -
730 730 1 - - - - - 1 of 2
734 732 2 544.35 543.6 75 0.81 0.14 G3
732 730 3 543.6 542.85 90 - -
730 730 1 - - - - - 2 of 2
730 730 8 0.82 1.45 G4
730 720 3 538.25 537.65 75 - -
720 720 1 - - - - - 1 of 2
724 722 2 543.04 542.25 66 0.81 0.08 G5
722 720 9 542.25 542 90 0.82 0.38 G6
720 720 1 - - - - - 2 of 2
720 706 3 537.65 535.98 155 - -
706 706 1 - - - - - 1 of 2
714 712 2 546 545.48 55 0.81 0.1 G7
712 710 9 545.48 544.5 190 0.81 0.74 G8
708 706 3 539.5 535.98 700 - -
706 706 1 - - - - - 2 of 2
706 704 3 535.98 535.27 98 - -
704 704 8 0.82 0.81 G9
Comments
MARCOS
1960-01
AV-P100.DAT
3/3/2023
General Commercial NO DETENTION
Soil Type C: C=0.81 Soil Type D: C=0.82
BANK
P6=3.2
C
Factor
Area
(acres)
Node 1 Node 2 Code Elev 1
(feet)
Elev 2
(feet)
Length
(feet)

Page 1 of 2 ends

Job Name:

Job #:

Run Name:

Date:

Notes:
1 2 3
Comments
MARCOS
1960-01
AV-P100.DAT
3/3/2023
General Commercial NO DETENTION
Soil Type C: C=0.81 Soil Type D: C=0.82
BANK
P6=3.2
C
Factor
Area
(acres)
Node 1 Node 2 Code Elev 1
(feet)
Elev 2
(feet)
Length
(feet)
704 702 3 535.27 535.22 10 - -
702 700 4 535.22 534.93 17 - - 30"
700 104 5 534.93 534.5 16 - -
104 104 11 - - - - - ADD BANK 1
104 103 5 534.5 533.5 120 - -
103 103 1 - - - - - 1 of 2
400 400 7 Tc=10.19 Q=4.78 A= 1.28 From 400 Run
400 103 3 534.35 533.5 35 - -
103 103 1 - - - - - 2 of 2
103 102 5 533.5 533 160 - -
102 102 1 - - - - - 1 of 2
315 310 2 543 541.75 58 0.82 0.15 C1
310 305 9 541.75 540.5 172 0.81 1.21 C2
305 301 3 535.81 535.14 175 - -
301 300 3 535.14 534.5 32 - -
300 102 5 534.5 533 25 - -
102 102 1 - - - - - 2 of 2
102 101 5 533 532 100 - -
101 101 1 - - - - - 1 of 2
200 200 7 Tc=9.73 Q=10.23 A= 2.57 From 200 Run
200 101 4 533.87 532 30 - - 2-18"
101 101 1 - - - - - 2 of 2
101 100 5 532 531.4 110 - -

10.64

Page 2 of 2 ends

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

Fuscoe Engineering
6390 Greenwich Dr
Suite 170
San Diego, CA 92064
************************** DESCRIPTION OF STUDY ************************** * ARTISTS VILLAGE * * PROPOSED HYDROLOGY - NO DETENTION * * BASIN 100 * ************************************************************************** FILE NAME: AV-P100.DAT
TIME/DATE OF STUDY: 15:28 02/23/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 6.81 RAIN INTENSITY(INCH/HOUR) = 6.91
TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 4.45 **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 106.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 536.50 DOWNSTREAM(FEET) = 535.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.0150 CHANNEL FLOW THRU SUBAREA(CFS) = 4.45
FLOW VELOCITY(FEET/SEC) = 2.51 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.21
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 106.00 = 60.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 7.21
RAINFALL INTENSITY(INCH/HR) = 6.66
TOTAL STREAM AREA(ACRES) = 0.92
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.45
**************************************************************************** FLOW PROCESS FROM NODE 907.00 TO NODE 906.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
UPSTREAM ELEVATION(FEET) = 544.50
DOWNSTREAM ELEVATION(FEET) = 543.73
ELEVATION DIFFERENCE(FEET) = 0.77
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.981
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66.50
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.62
TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 906.00 TO NODE 904.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 540.78 DOWNSTREAM(FEET) = 538.85 FLOW LENGTH(FEET) = 195.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.32
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.62
PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 4.96
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 904.00 = 265.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 906.00 TO NODE 904.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8200
SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 3.32 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 3.94 TC(MIN.) = 4.96
**************************************************************************** FLOW PROCESS FROM NODE 904.00 TO NODE 902.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 538.85 DOWNSTREAM(FEET) = 538.68 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.95
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.94
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 5.11
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 902.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NODE 900.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 538.68 DOWNSTREAM(FEET) = 535.76 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.17
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.94
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.12
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 900.00 = 315.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 106.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.76 DOWNSTREAM(FEET) = 535.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 15.00 CHANNEL SLOPE = 0.0107 CHANNEL FLOW THRU SUBAREA(CFS) = 3.94
FLOW VELOCITY(FEET/SEC) = 2.06 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 5.24
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 106.00 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 5.24
RAINFALL INTENSITY(INCH/HR) = 8.18
TOTAL STREAM AREA(ACRES) = 0.57
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.94
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.45 7.21 6.660 0.92
2 3.94 5.24 8.176 0.57

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 7.18 5.24 8.176
2 7.66 7.21 6.660
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 7.66 Tc(MIN.) = 7.21
TOTAL AREA(ACRES) = 1.5
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 106.00 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 105.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.60 DOWNSTREAM(FEET) = 535.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0041 CHANNEL FLOW THRU SUBAREA(CFS) = 7.66
FLOW VELOCITY(FEET/SEC) = 1.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 8.81
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 105.00 = 475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 104.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.00 DOWNSTREAM(FEET) = 534.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 88.00 CHANNEL SLOPE = 0.0057 CHANNEL FLOW THRU SUBAREA(CFS) = 7.66
FLOW VELOCITY(FEET/SEC) = 1.76 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 9.65
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 104.00 = 563.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 740.00 TO NODE 738.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 67.00
UPSTREAM ELEVATION(FEET) = 545.65
DOWNSTREAM ELEVATION(FEET) = 544.10
ELEVATION DIFFERENCE(FEET) = 1.55
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.231
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.82
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.82 **************************************************************************** FLOW PROCESS FROM NODE 738.00 TO NODE 736.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 544.10
DOWNSTREAM NODE ELEVATION(FEET) = 543.60
CHANNEL LENGTH THRU SUBAREA(FEET) = 45.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.125 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 0.62
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.23 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.39 AVERAGE FLOW DEPTH(FEET) = 0.20 FLOOD WIDTH(FEET) = 7.50 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 3.54 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.810
TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 1.64 END OF SUBAREA "V" GUTTER HYDRAULICS:

DEPTH(FEET) = 0.22 FLOOD WIDTH(FEET) = 9.52
FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC) = 0.53 LONGEST FLOWPATH FROM NODE 740.00 TO NODE 736.00 = 112.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 736.00 TO NODE 730.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 543.60 DOWNSTREAM(FEET) = 542.85 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.18
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.64
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 3.86
LONGEST FLOWPATH FROM NODE 740.00 TO NODE 730.00 = 192.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 730.00 TO NODE 730.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 3.86
RAINFALL INTENSITY(INCH/HR) = 8.43
TOTAL STREAM AREA(ACRES) = 0.24
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.64
**************************************************************************** FLOW PROCESS FROM NODE 734.00 TO NODE 732.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00
UPSTREAM ELEVATION(FEET) = 544.35
DOWNSTREAM ELEVATION(FEET) = 543.60
ELEVATION DIFFERENCE(FEET) = 0.75
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.208
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 65.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.96
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.96 **************************************************************************** FLOW PROCESS FROM NODE 732.00 TO NODE 730.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 543.60 DOWNSTREAM(FEET) = 542.85 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.47
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.96
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 4.64
LONGEST FLOWPATH FROM NODE 734.00 TO NODE 730.00 = 165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 730.00 TO NODE 730.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 4.64
RAINFALL INTENSITY(INCH/HR) = 8.43
TOTAL STREAM AREA(ACRES) = 0.14
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.96
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.64 3.86 8.431 0.24
2 0.96 4.64 8.431 0.14

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.43 3.86 8.431
2 2.60 4.64 8.431
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 2.60 Tc(MIN.) = 4.64
TOTAL AREA(ACRES) = 0.4
LONGEST FLOWPATH FROM NODE 740.00 TO NODE 730.00 = 192.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 730.00 TO NODE 730.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8179
SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 10.02 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 12.62 TC(MIN.) = 4.64
**************************************************************************** FLOW PROCESS FROM NODE 730.00 TO NODE 720.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 538.25 DOWNSTREAM(FEET) = 537.65 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.35
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.62
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 4.84
LONGEST FLOWPATH FROM NODE 740.00 TO NODE 720.00 = 267.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 4.84
RAINFALL INTENSITY(INCH/HR) = 8.43
TOTAL STREAM AREA(ACRES) = 1.83
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.62
**************************************************************************** FLOW PROCESS FROM NODE 724.00 TO NODE 722.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 66.00
UPSTREAM ELEVATION(FEET) = 543.04
DOWNSTREAM ELEVATION(FEET) = 542.25
ELEVATION DIFFERENCE(FEET) = 0.79
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.994
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.84 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.30 AVERAGE FLOW DEPTH(FEET) = 0.28 FLOOD WIDTH(FEET) = 15.39 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 5.15 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 2.58 AREA-AVERAGE RUNOFF COEFFICIENT = 0.818
TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 3.11 END OF SUBAREA "V" GUTTER HYDRAULICS:

DEPTH(FEET) = 0.32 FLOOD WIDTH(FEET) = 19.98
FLOW VELOCITY(FEET/SEC.) = 1.40 DEPTH*VELOCITY(FT*FT/SEC) = 0.45 LONGEST FLOWPATH FROM NODE 724.00 TO NODE 720.00 = 156.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 5.15
RAINFALL INTENSITY(INCH/HR) = 8.27
TOTAL STREAM AREA(ACRES) = 0.46
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.11
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 12.62 4.84 8.431 1.83
2 3.11 5.15 8.270 0.46

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 15.54 4.84 8.431
2 15.49 5.15 8.270
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 15.54 Tc(MIN.) = 4.84
TOTAL AREA(ACRES) = 2.3
LONGEST FLOWPATH FROM NODE 740.00 TO NODE 720.00 = 267.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 706.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 537.65 DOWNSTREAM(FEET) = 535.98 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.39
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.54
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 5.19
LONGEST FLOWPATH FROM NODE 740.00 TO NODE 706.00 = 422.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 5.19
RAINFALL INTENSITY(INCH/HR) = 8.23
TOTAL STREAM AREA(ACRES) = 2.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.54
**************************************************************************** FLOW PROCESS FROM NODE 714.00 TO NODE 712.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00
UPSTREAM ELEVATION(FEET) = 546.00
DOWNSTREAM ELEVATION(FEET) = 545.48
ELEVATION DIFFERENCE(FEET) = 0.52
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.944
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.68
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.68 **************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 710.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 545.48
DOWNSTREAM NODE ELEVATION(FEET) = 544.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 190.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.125 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 0.62
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.763
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.01 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.82 AVERAGE FLOW DEPTH(FEET) = 0.29 FLOOD WIDTH(FEET) = 16.86 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 5.68 SUBAREA AREA(ACRES) = 0.74 SUBAREA RUNOFF(CFS) = 4.65 AREA-AVERAGE RUNOFF COEFFICIENT = 0.810
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 5.28 END OF SUBAREA "V" GUTTER HYDRAULICS:

DEPTH(FEET) = 0.35 FLOOD WIDTH(FEET) = 22.19
FLOW VELOCITY(FEET/SEC.) = 1.96 DEPTH*VELOCITY(FT*FT/SEC) = 0.68 LONGEST FLOWPATH FROM NODE 714.00 TO NODE 710.00 = 245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 708.00 TO NODE 706.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 539.50 DOWNSTREAM(FEET) = 535.98 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.39
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.28
PIPE TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 8.34
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 706.00 = 945.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 8.34
RAINFALL INTENSITY(INCH/HR) = 6.06
TOTAL STREAM AREA(ACRES) = 0.84
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.28
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 15.54 5.19 8.233 2.29
2 5.28 8.34 6.060 0.84

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 18.83 5.19 8.233
2 16.72 8.34 6.060
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 18.83 Tc(MIN.) = 5.19
TOTAL AREA(ACRES) = 3.1
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 706.00 = 945.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 704.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.98 DOWNSTREAM(FEET) = 535.27 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.91
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.83
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 5.42
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 704.00 = 1043.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.000
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8167
SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 5.31 TOTAL AREA(ACRES) = 3.9 TOTAL RUNOFF(CFS) = 25.74 TC(MIN.) = 5.42
**************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 702.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.27 DOWNSTREAM(FEET) = 535.22 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.37
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.74
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 5.45
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 702.00 = 1053.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 700.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.22 DOWNSTREAM(FEET) = 534.93 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.39
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.74
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 5.48
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 700.00 = 1070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 104.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.93 DOWNSTREAM(FEET) = 534.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 16.00 CHANNEL SLOPE = 0.0269 CHANNEL FLOW THRU SUBAREA(CFS) = 25.74
FLOW VELOCITY(FEET/SEC) = 5.26 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 5.53
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 104.00 = 1086.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 25.74 5.53 7.902 3.94
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 104.00 = 1086.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 7.66 9.65 5.518 1.49
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 104.00 = 563.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 30.13 5.53 7.902
2 25.64 9.65 5.518
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 30.13 Tc(MIN.) = 5.53
TOTAL AREA(ACRES) = 5.4
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.50 DOWNSTREAM(FEET) = 533.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00 CHANNEL SLOPE = 0.0083 CHANNEL FLOW THRU SUBAREA(CFS) = 30.13
FLOW VELOCITY(FEET/SEC) = 3.06 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 6.18
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 103.00 = 1206.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.18
RAINFALL INTENSITY(INCH/HR) = 7.35
TOTAL STREAM AREA(ACRES) = 5.43
PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.13
**************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 10.19 RAIN INTENSITY(INCH/HOUR) = 5.33
TOTAL AREA(ACRES) = 1.28 TOTAL RUNOFF(CFS) = 4.78 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.35 DOWNSTREAM(FEET) = 533.50 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.60
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.78
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.27
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 103.00 = 980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 10.27
RAINFALL INTENSITY(INCH/HR) = 5.30
TOTAL STREAM AREA(ACRES) = 1.28
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.78
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 30.13 6.18 7.353 5.43
2 4.78 10.27 5.301 1.28

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 33.01 6.18 7.353
2 26.50 10.27 5.301
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 33.01 Tc(MIN.) = 6.18
TOTAL AREA(ACRES) = 6.7
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 103.00 = 1206.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 102.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 533.50 DOWNSTREAM(FEET) = 533.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00 CHANNEL SLOPE = 0.0031 CHANNEL FLOW THRU SUBAREA(CFS) = 33.01
FLOW VELOCITY(FEET/SEC) = 1.92 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 7.57
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 102.00 = 1366.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 7.57
RAINFALL INTENSITY(INCH/HR) = 6.45
TOTAL STREAM AREA(ACRES) = 6.71
PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.01
**************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 58.00
UPSTREAM ELEVATION(FEET) = 543.00
DOWNSTREAM ELEVATION(FEET) = 541.75
ELEVATION DIFFERENCE(FEET) = 1.25
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.972
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 1.04
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 1.04 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 305.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 541.75
DOWNSTREAM NODE ELEVATION(FEET) = 540.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 172.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.125 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 0.62
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .8100
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.17 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.28 AVERAGE FLOW DEPTH(FEET) = 0.33 FLOOD WIDTH(FEET) = 20.17 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 4.23 SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 8.26 AREA-AVERAGE RUNOFF COEFFICIENT = 0.811
TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 9.30 END OF SUBAREA "V" GUTTER HYDRAULICS:

DEPTH(FEET) = 0.39 FLOOD WIDTH(FEET) = 26.22
FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH*VELOCITY(FT*FT/SEC) = 0.98 LONGEST FLOWPATH FROM NODE 315.00 TO NODE 305.00 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 301.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.81 DOWNSTREAM(FEET) = 535.14 FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.41
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.30
PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 4.89
LONGEST FLOWPATH FROM NODE 315.00 TO NODE 301.00 = 405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 300.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.14 DOWNSTREAM(FEET) = 534.50 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.52
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.30
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 4.95
LONGEST FLOWPATH FROM NODE 315.00 TO NODE 300.00 = 437.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 102.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.50 DOWNSTREAM(FEET) = 533.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 25.00 CHANNEL SLOPE = 0.0600 CHANNEL FLOW THRU SUBAREA(CFS) = 9.30
FLOW VELOCITY(FEET/SEC) = 6.01 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.02
LONGEST FLOWPATH FROM NODE 315.00 TO NODE 102.00 = 462.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 5.02
RAINFALL INTENSITY(INCH/HR) = 8.41
TOTAL STREAM AREA(ACRES) = 1.36
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.30
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 33.01 7.57 6.453 6.71
2 9.30 5.02 8.408 1.36

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 34.64 5.02 8.408
2 40.15 7.57 6.453
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 40.15 Tc(MIN.) = 7.57
TOTAL AREA(ACRES) = 8.1
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 102.00 = 1366.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 101.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 533.00 DOWNSTREAM(FEET) = 532.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL SLOPE = 0.0100 CHANNEL FLOW THRU SUBAREA(CFS) = 40.15
FLOW VELOCITY(FEET/SEC) = 3.63 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 8.03
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 101.00 = 1466.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 8.03
RAINFALL INTENSITY(INCH/HR) = 6.21
TOTAL STREAM AREA(ACRES) = 8.07
PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.15
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 9.73 RAIN INTENSITY(INCH/HOUR) = 5.49
TOTAL AREA(ACRES) = 2.57 TOTAL RUNOFF(CFS) = 10.23 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 101.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 533.87 DOWNSTREAM(FEET) = 532.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.08
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 10.23
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 9.78
LONGEST FLOWPATH FROM NODE 315.00 TO NODE 101.00 = 492.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 9.78
RAINFALL INTENSITY(INCH/HR) = 5.47
TOTAL STREAM AREA(ACRES) = 2.57
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.23
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 40.15 8.03 6.213 8.07
2 10.23 9.78 5.471 2.57

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 48.55 8.03 6.213
2 45.59 9.78 5.471
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 48.55 Tc(MIN.) = 8.03
TOTAL AREA(ACRES) = 10.6
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 101.00 = 1466.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 100.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 532.00 DOWNSTREAM(FEET) = 531.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 110.00 CHANNEL SLOPE = 0.0055 CHANNEL FLOW THRU SUBAREA(CFS) = 48.55
FLOW VELOCITY(FEET/SEC) = 2.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 8.67
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 100.00 = 1576.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 10.6 TC(MIN.) = 8.67 PEAK FLOW RATE(CFS) = 48.55
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Job Name:

Job #:

Run Name:

Date:

Notes:
1 2 3
238 236 2 543.6 543.1 55 0.69 0.21 B1
236 234 9 543.1 542.7 90 0.69 0.25 B2
234 225 6 542.7 541.5 135 0.69 0.32 B3
225 225 1 1 OF 3
232 230 2 542.64 542.25 45 0.69 0.17 B4
230 225 9 542.25 541.5 105 0.69 0.22 B5
225 225 1 2 OF 3
228 226 2 542.4 541.93 60 0.69 0.14 B6
226 225 9 541.93 541.5 80 0.69 0.17 B7
225 225 1 3 OF 3
225 210 6 541.5 540.2 190 0.69 0.04 B8
210 210 1 1 OF 3
222 220 2 541.5 540.97 65 0.71 0.21 B9
220 210 9 540.97 540.2 150 0.7 0.26 B10
210 210 1 2 OF 3
214 212 2 542.75 542.04 70 0.71 0.06 B13
212 210 5 542.04 540.2 130
212 210 8 0.71 0.11 B14
210 210 1 3 OF 3
211 210 8 0.69 0.41 B12
210 206 3 540.2 536.15 54 DETENTION BASIN IN
204 202 3 534.78 534.39 78 DETENTION BASIN OUT
202 200 3 534.39 533.87 100

2.57 Area
(acres)
Node 1 Node 2 Code Elev 1
(feet)
Elev 2
(feet)
Length
(feet)
BANK
MARCOS
1960-01
AV-P200.DAT NO DETENTION
3/3/2023
102 units / 5.02 ac = 20.32 DU/AC
Soil Type C: C=0.69 Soil Type D: C=0.71
25%-75% Soil Type D: C=0.70 P6=3.2
Comments C
Factor

Page 1 of 1 ends

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

Fuscoe Engineering
6390 Greenwich Dr
Suite 170
San Diego, CA 92064
************************** DESCRIPTION OF STUDY ************************** * ARTISTS VILLAGE * * PROPOSED HYDROLOGY - NO DETENTION * * BASIN 200 * ************************************************************************** FILE NAME: AV-P200.DAT
TIME/DATE OF STUDY: 15:31 02/23/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 24.0 8.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 13.0 8.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 238.00 TO NODE 236.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00
UPSTREAM ELEVATION(FEET) = 543.60
DOWNSTREAM ELEVATION(FEET) = 543.10
ELEVATION DIFFERENCE(FEET) = 0.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.650
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.792
SUBAREA RUNOFF(CFS) = 1.13
TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.13 **************************************************************************** FLOW PROCESS FROM NODE 236.00 TO NODE 234.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 543.10
DOWNSTREAM NODE ELEVATION(FEET) = 542.70
CHANNEL LENGTH THRU SUBAREA(FEET) = 90.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.125 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.051
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.58 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 13.15 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 6.60 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 1.22 AREA-AVERAGE RUNOFF COEFFICIENT = 0.690
TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.24 END OF SUBAREA "V" GUTTER HYDRAULICS:

DEPTH(FEET) = 0.28 FLOOD WIDTH(FEET) = 15.13
FLOW VELOCITY(FEET/SEC.) = 1.63 DEPTH*VELOCITY(FT*FT/SEC) = 0.45 LONGEST FLOWPATH FROM NODE 238.00 TO NODE 234.00 = 145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 234.00 TO NODE 225.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 542.70 DOWNSTREAM ELEVATION(FEET) = 541.50 STREET LENGTH(FEET) = 135.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 8.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.35
HALFSTREET FLOOD WIDTH(FEET) = 10.99
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.22
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77
STREET FLOW TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 7.61 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.431
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.690
SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.46 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.72 FLOW VELOCITY(FEET/SEC.) = 2.32 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 238.00 TO NODE 225.00 = 280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 7.61
RAINFALL INTENSITY(INCH/HR) = 6.43
TOTAL STREAM AREA(ACRES) = 0.78
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.46
**************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 230.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 45.00
UPSTREAM ELEVATION(FEET) = 542.60
DOWNSTREAM ELEVATION(FEET) = 542.30
ELEVATION DIFFERENCE(FEET) = 0.30
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.667
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.777
SUBAREA RUNOFF(CFS) = 0.91
TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.91 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 225.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 542.30
DOWNSTREAM NODE ELEVATION(FEET) = 541.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 105.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.125 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 2.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.088
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.00 AVERAGE FLOW DEPTH(FEET) = 0.22 FLOOD WIDTH(FEET) = 9.94 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 6.54 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 1.08 AREA-AVERAGE RUNOFF COEFFICIENT = 0.690
TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.91 END OF SUBAREA "V" GUTTER HYDRAULICS:

DEPTH(FEET) = 0.24 FLOOD WIDTH(FEET) = 11.92
FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC) = 0.49 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 225.00 = 150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.54
RAINFALL INTENSITY(INCH/HR) = 7.09
TOTAL STREAM AREA(ACRES) = 0.39
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91
**************************************************************************** FLOW PROCESS FROM NODE 228.00 TO NODE 226.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00
UPSTREAM ELEVATION(FEET) = 542.40
DOWNSTREAM ELEVATION(FEET) = 541.90
ELEVATION DIFFERENCE(FEET) = 0.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.075
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.436
SUBAREA RUNOFF(CFS) = 0.72
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.72 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 225.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 541.90
DOWNSTREAM NODE ELEVATION(FEET) = 541.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 80.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.125 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 2.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.851
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.12 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.62 AVERAGE FLOW DEPTH(FEET) = 0.22 FLOOD WIDTH(FEET) = 9.58 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 6.90 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.690
TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.47 END OF SUBAREA "V" GUTTER HYDRAULICS:

DEPTH(FEET) = 0.24 FLOOD WIDTH(FEET) = 11.56
FLOW VELOCITY(FEET/SEC.) = 1.63 DEPTH*VELOCITY(FT*FT/SEC) = 0.39 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 225.00 = 140.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 6.90
RAINFALL INTENSITY(INCH/HR) = 6.85
TOTAL STREAM AREA(ACRES) = 0.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.47
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.46 7.61 6.431 0.78
2 1.91 6.54 7.088 0.39
3 1.47 6.90 6.851 0.31

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.27 6.54 7.088
2 6.45 6.90 6.851
3 6.57 7.61 6.431
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 6.57 Tc(MIN.) = 7.61
TOTAL AREA(ACRES) = 1.5
LONGEST FLOWPATH FROM NODE 238.00 TO NODE 225.00 = 280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 210.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 541.50 DOWNSTREAM ELEVATION(FEET) = 540.20 STREET LENGTH(FEET) = 190.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 13.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 8.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.65 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.39 FLOOD WIDTH(FEET) = 13.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.15
SPLIT DEPTH(FEET) = 0.35 SPLIT FLOOD WIDTH(FEET) = 11.28 SPLIT FLOW(CFS) = 2.75 SPLIT VELOCITY(FEET/SEC.) = 1.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.39
HALFSTREET FLOOD WIDTH(FEET) = 13.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83
STREET FLOW TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = 9.08 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.738
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.690
SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 6.57 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.00 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 238.00 TO NODE 210.00 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 9.08
RAINFALL INTENSITY(INCH/HR) = 5.74
TOTAL STREAM AREA(ACRES) = 1.52
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.57
**************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 220.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .7100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00
UPSTREAM ELEVATION(FEET) = 541.50
DOWNSTREAM ELEVATION(FEET) = 541.00
ELEVATION DIFFERENCE(FEET) = 0.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.839
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 58.08
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.629
SUBAREA RUNOFF(CFS) = 1.14
TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.14 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 210.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 541.00
DOWNSTREAM NODE ELEVATION(FEET) = 540.20
CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.125 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 2.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.611
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .7000
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.72 AVERAGE FLOW DEPTH(FEET) = 0.25 FLOOD WIDTH(FEET) = 12.46 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 7.29 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 1.20 AREA-AVERAGE RUNOFF COEFFICIENT = 0.704
TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.19 END OF SUBAREA "V" GUTTER HYDRAULICS:

DEPTH(FEET) = 0.27 FLOOD WIDTH(FEET) = 14.26
FLOW VELOCITY(FEET/SEC.) = 1.75 DEPTH*VELOCITY(FT*FT/SEC) = 0.47 LONGEST FLOWPATH FROM NODE 222.00 TO NODE 210.00 = 215.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 7.29
RAINFALL INTENSITY(INCH/HR) = 6.61
TOTAL STREAM AREA(ACRES) = 0.47
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.19
**************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 212.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .7100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
UPSTREAM ELEVATION(FEET) = 542.80
DOWNSTREAM ELEVATION(FEET) = 542.00
ELEVATION DIFFERENCE(FEET) = 0.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.502
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.14
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.927
SUBAREA RUNOFF(CFS) = 0.34
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 210.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 542.04 DOWNSTREAM(FEET) = 540.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0142 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.34
FLOW VELOCITY(FEET/SEC) = 1.78 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 6.72
LONGEST FLOWPATH FROM NODE 214.00 TO NODE 210.00 = 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 210.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.970
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .7100
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.84 TC(MIN.) = 6.72
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 6.72
RAINFALL INTENSITY(INCH/HR) = 6.97
TOTAL STREAM AREA(ACRES) = 0.17
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.84
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.57 9.08 5.738 1.52
2 2.19 7.29 6.611 0.47
3 0.84 6.72 6.970 0.17

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.26 6.72 6.970
2 8.69 7.29 6.611
3 9.16 9.08 5.738
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 9.16 Tc(MIN.) = 9.08
TOTAL AREA(ACRES) = 2.2
LONGEST FLOWPATH FROM NODE 238.00 TO NODE 210.00 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 210.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.738
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.6940
SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 10.23 TC(MIN.) = 9.08
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 540.20 DOWNSTREAM(FEET) = 536.20 FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.28
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.23
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.14
LONGEST FLOWPATH FROM NODE 238.00 TO NODE 206.00 = 524.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 202.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.80 DOWNSTREAM(FEET) = 534.40 FLOW LENGTH(FEET) = 78.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.09
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.23
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 9.40
LONGEST FLOWPATH FROM NODE 238.00 TO NODE 202.00 = 602.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 200.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.40 DOWNSTREAM(FEET) = 533.90 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.03
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.23
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 9.73
LONGEST FLOWPATH FROM NODE 238.00 TO NODE 200.00 = 702.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 2.6 TC(MIN.) = 9.73 PEAK FLOW RATE(CFS) = 10.23
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Job Name:

Job #:

Run Name:

Date:

Notes:
1 2 3
420 415 2 543.7 543.35 70 0.69 0.23 D1
415 410 9 543.35 541.3 380 0.69 1.05 D2
410 405 3 539.45 538.85 75

1.28 Area
(acres)
Node 1 Node 2 Code Elev 1
(feet)
Elev 2
(feet)
Length
(feet)
Comments
MARCOS
1960-01
AV-P400.DAT NO DETENTION
3/3/2023
102 units / 5.02 ac = 20.32 DU/AC
Soil Type C: C=0.69 Soil Type D: C=0.71
BANK
25%-75% Soil Type D: C=0.70 P6=3.2
C
Factor

Page 1 of 1 ends

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

Fuscoe Engineering

6390 Greenwich Dr
Ste 170
San Diego, CA 92122

************************** DESCRIPTION OF STUDY ************************** * ARTISTS VILLAGE * * PROPOSED HYDROLOGY - NO DETENTION * * BASIN 400 * ************************************************************************** FILE NAME: AV-P400.DAT
TIME/DATE OF STUDY: 13:47 02/23/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 415.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
UPSTREAM ELEVATION(FEET) = 543.70
DOWNSTREAM ELEVATION(FEET) = 543.40
ELEVATION DIFFERENCE(FEET) = 0.30
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.575
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.066
SUBAREA RUNOFF(CFS) = 1.12
TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 1.12 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 410.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 543.40
DOWNSTREAM NODE ELEVATION(FEET) = 541.30
CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.125 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 2.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.413
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.09 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.88 AVERAGE FLOW DEPTH(FEET) = 0.29 FLOOD WIDTH(FEET) = 16.78 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.36 Tc(MIN.) = 9.94 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 3.92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.690
TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.78 END OF SUBAREA "V" GUTTER HYDRAULICS:

DEPTH(FEET) = 0.33 FLOOD WIDTH(FEET) = 20.75
FLOW VELOCITY(FEET/SEC.) = 2.00 DEPTH*VELOCITY(FT*FT/SEC) = 0.67 LONGEST FLOWPATH FROM NODE 420.00 TO NODE 410.00 = 450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 405.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 539.50 DOWNSTREAM(FEET) = 538.90 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.03
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.78
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 10.19
LONGEST FLOWPATH FROM NODE 420.00 TO NODE 405.00 = 525.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.3 TC(MIN.) = 10.19 PEAK FLOW RATE(CFS) = 4.78
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Job Name:

Job #:

Run Name:

Date:

0.92 Area
(acres)
Node 1 Node 2 Code Elev 1
(feet)
Elev 2
(feet)
Length
(feet)
Comments
MARCOS
1960-01
AV-P1000.DAT NO DETENTION
3/3/2023
102 units / 5.02 ac = 20.32 DU/AC
Soil Type C: C=0.69 Soil Type D: C=0.71
BANK
25%-75% Soil Type D: C=0.70 P6=3.2
C
Factor

Page 1 of 1 ends

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

Fuscoe Engineering

6390 Greenwich Dr
Ste 170
San Diego, CA 92122

************************** DESCRIPTION OF STUDY ************************** * ARTISTS VILLAGE * * PROPOSED HYDROLOGY - NO DETENTION * * BASIN 1000 * ************************************************************************** FILE NAME: AV-P1000.DAT
TIME/DATE OF STUDY: 13:48 02/23/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 1016.00 TO NODE 1014.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00
UPSTREAM ELEVATION(FEET) = 542.30
DOWNSTREAM ELEVATION(FEET) = 541.60
ELEVATION DIFFERENCE(FEET) = 0.70
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.805
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.657
SUBAREA RUNOFF(CFS) = 0.63
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 1014.00 TO NODE 1012.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 541.60
DOWNSTREAM NODE ELEVATION(FEET) = 541.20
CHANNEL LENGTH THRU SUBAREA(FEET) = 65.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.125 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 2.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.184
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.18 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.79 AVERAGE FLOW DEPTH(FEET) = 0.22 FLOOD WIDTH(FEET) = 9.22 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 6.41 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 1.09 AREA-AVERAGE RUNOFF COEFFICIENT = 0.690
TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.69 END OF SUBAREA "V" GUTTER HYDRAULICS:

DEPTH(FEET) = 0.24 FLOOD WIDTH(FEET) = 11.74
FLOW VELOCITY(FEET/SEC.) = 1.83 DEPTH*VELOCITY(FT*FT/SEC) = 0.44 LONGEST FLOWPATH FROM NODE 1016.00 TO NODE 1012.00 = 130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.41
RAINFALL INTENSITY(INCH/HR) = 7.18
TOTAL STREAM AREA(ACRES) = 0.34
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.69
**************************************************************************** FLOW PROCESS FROM NODE 1010.00 TO NODE 1008.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 62.00
UPSTREAM ELEVATION(FEET) = 541.90
DOWNSTREAM ELEVATION(FEET) = 541.40
ELEVATION DIFFERENCE(FEET) = 0.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.100
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 59.19
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.416
SUBAREA RUNOFF(CFS) = 0.51
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.51 **************************************************************************** FLOW PROCESS FROM NODE 1008.00 TO NODE 1006.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 541.40 DOWNSTREAM(FEET) = 540.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 88.00 CHANNEL SLOPE = 0.0080 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.011
*USER SPECIFIED(SUBAREA):

USER-SPECIFIED RUNOFF COEFFICIENT = .6900
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.64 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 6.66
SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 2.32 AREA-AVERAGE RUNOFF COEFFICIENT = 0.690
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.81 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 3.14 LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1006.00 = 150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.66
RAINFALL INTENSITY(INCH/HR) = 7.01
TOTAL STREAM AREA(ACRES) = 0.58
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.81
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.69 6.41 7.184 0.34
2 2.81 6.66 7.011 0.58

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.39 6.41 7.184
2 4.45 6.66 7.011
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 4.45 Tc(MIN.) = 6.66
TOTAL AREA(ACRES) = 0.9
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1004.00 = 150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1000.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 536.70 DOWNSTREAM(FEET) = 536.50 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.22
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.45
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 6.81
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1000.00 = 190.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 0.9 TC(MIN.) = 6.81 PEAK FLOW RATE(CFS) = 4.45
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Job Name:

Job #:

Run Name:

Date:

Notes:
1 2 3
1000 1000 7 Tc=6.83 Q=3.64 A= 0.92 From 1000d Run
1000 106 5 536.5 535.6 60 - -
106 106 1 - - - - - 1 of 2
907 906 2 544.5 543.73 70 0.82 0.09
906 904 3 540.78 538.85 195
906 904 8 0.82 0.48 I1
904 904 7 Tc=4.96 Q=2.79 A= 0.6 BMP A1-EAST POST DET.
904 902 3 538.85 538.68 35 - -
902 900 3 538.68 535.76 15 - -
900 106 5 535.76 535.6 15 - -
106 106 1 - - - - - 2 of 2
106 105 5 535.6 535 145 - -
105 104 5 535 534.5 88 - -
104 104 10 - - - - - SAVE TO BANK 1
740 738 2 545.65 544.1 67 0.81 0.12 G1
738 736 9 544.1 543.6 45 0.81 0.12 G2
736 730 3 543.6 542.85 80 - -
730 730 1 - - - - - 1 of 2
734 732 2 544.35 543.6 75 0.81 0.14 G3
732 730 3 543.6 542.85 90 - -
730 730 1 - - - - - 2 of 2
730 730 8 0.82 1.45 G4
730 730 7 Tc=4.64 Q=6.87 A= 1.8 BMP B-2 EAST POST DET.
730 720 3 538.25 537.65 75 - -
720 720 1 - - - - - 1 of 2
724 722 2 543.04 542.25 66 0.81 0.08 G5
722 720 9 542.25 542 90 0.82 0.38 G6
720 720 7 Tc=5.15 Q=2.61 A= 0.5 BMP B-3 EAST POST DET.
720 720 1 - - - - - 2 of 2
720 706 3 537.65 535.98 155 - -
706 706 1 - - - - - 1 of 2
714 712 2 546 545.48 55 0.81 0.1 G7
712 710 9 545.48 544.5 190 0.81 0.74 G8
708 708 7 Tc=5.68 Q=4.29 0.8 BMP B-4 EAST POST DET
708 706 3 539.5 535.98 700 - -
Comments
MARCOS
1960-01
AV-P100d.DAT
3/3/2023
General Commercial POST DETENTION
Soil Type C: C=0.81 Soil Type D: C=0.82
BANK
P6=3.2
Node 1 Node 2 Code Elev 1
(feet)
Elev 2
(feet)
Length
(feet)
C
Factor
Area
(acres)

Page 1 of 2 ends

Job Name:

Job #:

Run Name:

Date:

Notes:
1 2 3
Comments
MARCOS
1960-01
AV-P100d.DAT
3/3/2023
General Commercial POST DETENTION
Soil Type C: C=0.81 Soil Type D: C=0.82
BANK
P6=3.2
Node 1 Node 2 Code Elev 1
(feet)
Elev 2
(feet)
Length
(feet)
C
Factor
Area
(acres)
706 706 1 - - - - - 2 of 2
706 704 3 535.98 535.27 98 - -
704 704 1 1 OF 2
704 704 7 Tc=5.00 Q=5.69 A= 0.81 BMP B-1 EAST POST DET. 704 704 1 2 OF 2
704 702 3 535.27 535.22 10 - -
702 700 4 535.22 534.93 17 - - 30"
700 104 5 534.93 534.5 16 - -
104 104 11 - - - - - ADD BANK 1
104 103 5 534.5 533.5 120 - -
103 103 1 - - - - - 1 of 2
400 400 7 Tc=10.19 Q=4.14 A= 1.28 BMP 2 WEST POST DET

FROM DETENTION CALCS
400 103 3 534.35 533.5 35 - -
103 103 1 - - - - - 2 of 2
103 102 5 533.5 533 160 - -
102 102 1 - - - - - 1 of 2
315 310 2 543 541.75 58 0.82 0.15 C1
310 305 9 541.75 540.5 172 0.81 1.21 C2
305 301 3 535.81 535.14 175 - -
301 301 7 Tc=5.74 Q=4.25 A= 1.4
BMP 1 WEST (D1 POST DET)
301 300 3 535.14 534.5 32 - -
300 102 5 534.5 533 25 - -
102 102 1 - - - - - 2 of 2
102 101 5 533 532 100 - -
101 101 1 - - - - - 1 of 2
200 200 7 Tc=9.79 Q=6.80 A= 2.57 From 200d Run
200 101 4 533.87 532 30 - - 2-18"
101 101 1 - - - - - 2 of 2
101 100 5 532 531.4 110 - -

Page 2 of 2 ends

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

Fuscoe Engineering
6390 Greenwich Dr
Suite 170
San Diego, CA 92064
************************** DESCRIPTION OF STUDY ************************** * ARTISTS VILLAGE * * PROPOSED HYDROLOGY - POST DETENTION * * BASIN 100 * ************************************************************************** FILE NAME: AV-P100D.DAT
TIME/DATE OF STUDY: 11:15 03/03/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 6.83 RAIN INTENSITY(INCH/HOUR) = 6.89
TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 3.64 **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 106.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 536.50 DOWNSTREAM(FEET) = 535.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.0150 CHANNEL FLOW THRU SUBAREA(CFS) = 3.64
FLOW VELOCITY(FEET/SEC) = 2.40 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 7.25
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 106.00 = 60.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 7.25
RAINFALL INTENSITY(INCH/HR) = 6.64
TOTAL STREAM AREA(ACRES) = 0.92
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.64
**************************************************************************** FLOW PROCESS FROM NODE 907.00 TO NODE 906.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 8.43
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.79 **************************************************************************** FLOW PROCESS FROM NODE 904.00 TO NODE 902.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 538.85 DOWNSTREAM(FEET) = 538.68 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.70
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.79
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 5.16
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 902.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NODE 900.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 538.68 DOWNSTREAM(FEET) = 535.76 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.83
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.79
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.17
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 900.00 = 315.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 106.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.76 DOWNSTREAM(FEET) = 535.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 15.00 CHANNEL SLOPE = 0.0107 CHANNEL FLOW THRU SUBAREA(CFS) = 2.79
FLOW VELOCITY(FEET/SEC) = 1.91 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 5.31
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 106.00 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 5.31
RAINFALL INTENSITY(INCH/HR) = 8.11
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.79
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.64 7.25 6.637 0.92
2 2.79 5.31 8.115 0.60

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.45 5.31 8.115
2 5.92 7.25 6.637
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 5.92 Tc(MIN.) = 7.25
TOTAL AREA(ACRES) = 1.5
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 106.00 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 105.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.60 DOWNSTREAM(FEET) = 535.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0041 CHANNEL FLOW THRU SUBAREA(CFS) = 5.92
FLOW VELOCITY(FEET/SEC) = 1.41 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 8.96
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 105.00 = 475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 104.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.00 DOWNSTREAM(FEET) = 534.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 88.00 CHANNEL SLOPE = 0.0057 CHANNEL FLOW THRU SUBAREA(CFS) = 5.92
FLOW VELOCITY(FEET/SEC) = 1.66 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 9.84
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 104.00 = 563.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 740.00 TO NODE 738.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.43 3.86 8.431
2 2.60 4.64 8.431
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 8.43
TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 6.87 **************************************************************************** FLOW PROCESS FROM NODE 730.00 TO NODE 720.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 538.25 DOWNSTREAM(FEET) = 537.65 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.56
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.87
PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 5.22
LONGEST FLOWPATH FROM NODE 740.00 TO NODE 720.00 = 267.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 5.22
RAINFALL INTENSITY(INCH/HR) = 8.20
TOTAL STREAM AREA(ACRES) = 1.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.87
**************************************************************************** FLOW PROCESS FROM NODE 724.00 TO NODE 722.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

DEPTH(FEET) = 0.32 FLOOD WIDTH(FEET) = 19.98
FLOW VELOCITY(FEET/SEC.) = 1.40 DEPTH*VELOCITY(FT*FT/SEC) = 0.45 LONGEST FLOWPATH FROM NODE 724.00 TO NODE 720.00 = 156.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 5.15 RAIN INTENSITY(INCH/HOUR) = 8.27
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 2.61 **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 5.15
RAINFALL INTENSITY(INCH/HR) = 8.27
TOTAL STREAM AREA(ACRES) = 0.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.61
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.87 5.22 8.195 1.80
2 2.61 5.15 8.272 0.50

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.38 5.15 8.272
2 9.46 5.22 8.195
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 9.46 Tc(MIN.) = 5.22
TOTAL AREA(ACRES) = 2.3
LONGEST FLOWPATH FROM NODE 740.00 TO NODE 720.00 = 267.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 706.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 537.65 DOWNSTREAM(FEET) = 535.98 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.64
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.46
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 5.61
LONGEST FLOWPATH FROM NODE 740.00 TO NODE 706.00 = 422.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 5.61
RAINFALL INTENSITY(INCH/HR) = 7.82
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.46
**************************************************************************** FLOW PROCESS FROM NODE 714.00 TO NODE 712.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

TC(MIN) = 5.68 RAIN INTENSITY(INCH/HOUR) = 7.77
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 4.29 **************************************************************************** FLOW PROCESS FROM NODE 708.00 TO NODE 706.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 539.50 DOWNSTREAM(FEET) = 535.98 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.04
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.29
PIPE TRAVEL TIME(MIN.) = 2.89 Tc(MIN.) = 8.57
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 706.00 = 945.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 8.57
RAINFALL INTENSITY(INCH/HR) = 5.96
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.29
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.46 5.61 7.824 2.30
2 4.29 8.57 5.957 0.80

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 12.27 5.61 7.824
2 11.49 8.57 5.957
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 12.27 Tc(MIN.) = 5.61
TOTAL AREA(ACRES) = 3.1
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 706.00 = 945.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 704.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.98 DOWNSTREAM(FEET) = 535.27 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.06
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.27
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 5.88
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 704.00 = 1043.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 5.88
RAINFALL INTENSITY(INCH/HR) = 7.59
TOTAL STREAM AREA(ACRES) = 3.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.27
**************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 8.43
TOTAL AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) = 5.69 **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 5.00
RAINFALL INTENSITY(INCH/HR) = 8.43
TOTAL STREAM AREA(ACRES) = 0.81
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.69
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 12.27 5.88 7.591 3.10
2 5.69 5.00 8.431 0.81

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 16.73 5.00 8.431
2 17.39 5.88 7.591
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 17.39 Tc(MIN.) = 5.88
TOTAL AREA(ACRES) = 3.9
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 704.00 = 1043.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 702.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.27 DOWNSTREAM(FEET) = 535.22 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.85
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.39
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 5.91
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 702.00 = 1053.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 700.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.22 DOWNSTREAM(FEET) = 534.93 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.38
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.39
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 5.94
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 700.00 = 1070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 104.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.93 DOWNSTREAM(FEET) = 534.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 16.00 CHANNEL SLOPE = 0.0269 CHANNEL FLOW THRU SUBAREA(CFS) = 17.39
FLOW VELOCITY(FEET/SEC) = 4.73 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.00
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 104.00 = 1086.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 17.39 6.00 7.497 3.91
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 104.00 = 1086.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.92 9.84 5.447 1.52
LONGEST FLOWPATH FROM NODE 907.00 TO NODE 104.00 = 563.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 21.00 6.00 7.497
2 18.56 9.84 5.447
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 21.00 Tc(MIN.) = 6.00
TOTAL AREA(ACRES) = 5.4
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.50 DOWNSTREAM(FEET) = 533.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00 CHANNEL SLOPE = 0.0083 CHANNEL FLOW THRU SUBAREA(CFS) = 21.00
FLOW VELOCITY(FEET/SEC) = 2.77 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 6.72
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 103.00 = 1206.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.72
RAINFALL INTENSITY(INCH/HR) = 6.97
TOTAL STREAM AREA(ACRES) = 5.43
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.00
**************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 10.19 RAIN INTENSITY(INCH/HOUR) = 5.33
TOTAL AREA(ACRES) = 1.28 TOTAL RUNOFF(CFS) = 4.14 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.35 DOWNSTREAM(FEET) = 533.50 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.43
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.14
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.27
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 103.00 = 980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 10.27
RAINFALL INTENSITY(INCH/HR) = 5.30
TOTAL STREAM AREA(ACRES) = 1.28
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.14
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 21.00 6.72 6.967 5.43
2 4.14 10.27 5.300 1.28

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 23.71 6.72 6.967
2 20.11 10.27 5.300
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 23.71 Tc(MIN.) = 6.72
TOTAL AREA(ACRES) = 6.7
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 103.00 = 1206.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 102.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 533.50 DOWNSTREAM(FEET) = 533.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00 CHANNEL SLOPE = 0.0031 CHANNEL FLOW THRU SUBAREA(CFS) = 23.71
FLOW VELOCITY(FEET/SEC) = 1.75 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 8.24
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 102.00 = 1366.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 8.24
RAINFALL INTENSITY(INCH/HR) = 6.11
TOTAL STREAM AREA(ACRES) = 6.71
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.71
**************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 8.43
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 5.34 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 301.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.81 DOWNSTREAM(FEET) = 535.14 FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.93
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.34
PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 5.74
LONGEST FLOWPATH FROM NODE 315.00 TO NODE 301.00 = 405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 5.74 RAIN INTENSITY(INCH/HOUR) = 7.71
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.25 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 300.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.14 DOWNSTREAM(FEET) = 534.50 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.87
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.25
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 5.82
LONGEST FLOWPATH FROM NODE 315.00 TO NODE 300.00 = 437.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 102.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.50 DOWNSTREAM(FEET) = 533.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 25.00 CHANNEL SLOPE = 0.0600 CHANNEL FLOW THRU SUBAREA(CFS) = 4.25
FLOW VELOCITY(FEET/SEC) = 4.98 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 5.90
LONGEST FLOWPATH FROM NODE 315.00 TO NODE 102.00 = 462.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 5.90
RAINFALL INTENSITY(INCH/HR) = 7.58
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.25
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 23.71 8.24 6.109 6.71
2 4.25 5.90 7.576 1.40

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 23.37 5.90 7.576
2 27.13 8.24 6.109
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 27.13 Tc(MIN.) = 8.24
TOTAL AREA(ACRES) = 8.1
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 102.00 = 1366.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 101.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 533.00 DOWNSTREAM(FEET) = 532.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL SLOPE = 0.0100 CHANNEL FLOW THRU SUBAREA(CFS) = 27.13
FLOW VELOCITY(FEET/SEC) = 3.26 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 8.75
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 101.00 = 1466.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 8.75
RAINFALL INTENSITY(INCH/HR) = 5.88
TOTAL STREAM AREA(ACRES) = 8.11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.13
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 9.79 RAIN INTENSITY(INCH/HOUR) = 5.47
TOTAL AREA(ACRES) = 2.57 TOTAL RUNOFF(CFS) = 6.80 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 101.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 533.87 DOWNSTREAM(FEET) = 532.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.86
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 6.80
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 9.84
LONGEST FLOWPATH FROM NODE 315.00 TO NODE 101.00 = 492.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 9.84
RAINFALL INTENSITY(INCH/HR) = 5.45
TOTAL STREAM AREA(ACRES) = 2.57
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.80
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 27.13 8.75 5.876 8.11
2 6.80 9.84 5.448 2.57

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 33.18 8.75 5.876
2 31.96 9.84 5.448
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 33.18 Tc(MIN.) = 8.75
TOTAL AREA(ACRES) = 10.7
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 101.00 = 1466.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 100.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 532.00 DOWNSTREAM(FEET) = 531.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 110.00 CHANNEL SLOPE = 0.0055 CHANNEL FLOW THRU SUBAREA(CFS) = 33.18
FLOW VELOCITY(FEET/SEC) = 2.54 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 9.47
LONGEST FLOWPATH FROM NODE 714.00 TO NODE 100.00 = 1576.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 10.7 TC(MIN.) = 9.47 PEAK FLOW RATE(CFS) = 33.18
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Job Name:

Job #:

Run Name:

Date:

Notes:
1 2 3
238 236 2 543.6 543.1 55 0.69 0.21 B1
236 234 9 543.1 542.7 90 0.69 0.25 B2
234 225 6 542.7 541.5 135 0.69 0.32 B3
225 225 1 1 OF 3
232 230 2 542.64 542.25 45 0.69 0.17 B4
230 225 9 542.25 541.5 105 0.69 0.22 B5
225 225 1 2 OF 3
228 226 2 542.4 541.93 60 0.69 0.14 B6
226 225 9 541.93 541.5 80 0.69 0.17 B7
225 225 1 3 OF 3
225 210 6 541.5 540.2 190 0.69 0.04 B8
210 210 1 1 OF 3
222 220 2 541.5 540.97 65 0.71 0.21 B9
220 210 9 540.97 540.2 150 0.7 0.26 B10
210 210 1 2 OF 3
214 212 2 542.75 542.04 70 0.71 0.06 B13
212 210 5 542.04 540.2 130
212 210 8 0.71 0.11 B14
210 210 1 3 OF 3
211 210 8 0.69 0.41 B12
210 206 3 540.2 536.15 54 DETENTION BASIN IN
204 204 7 Tc=9.14 Q=6.80 A= 2.57 BMP 3-WEST POST DET
204 202 3 534.78 534.39 78 DETENTION BASIN OUT
202 200 3 534.39 533.87 100
Comments
MARCOS
1960-01
AV-P200d.DAT
3/3/2023 POST DETE NTION 102 units / 5.02 ac = 20.32 DU/AC
Soil Type C: C=0.69 Soil Type D: C=0.71
BANK
25%-75% Soil Type D: C=0.70 P6=3.2
Node 1 Node 2 Code Elev 1
(feet)
Elev 2
(feet)
Length
(feet)
C
Factor
Area
(acres)

Page 1 of 1 ends

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

Fuscoe Engineering
6390 Greenwich Dr
Suite 170
San Diego, CA 92064
************************** DESCRIPTION OF STUDY ************************** * ARTISTS VILLAGE * * PROPOSED HYDROLOGY - POST DETENTION * * BASIN 200 * ************************************************************************** FILE NAME: AV-P200D.DAT
TIME/DATE OF STUDY: 15:02 03/02/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 24.0 8.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 13.0 8.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 238.00 TO NODE 236.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.27 6.54 7.088
2 6.45 6.90 6.851
3 6.57 7.61 6.431
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.26 6.72 6.970
2 8.69 7.29 6.611
3 9.16 9.08 5.738
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

TC(MIN) = 9.14 RAIN INTENSITY(INCH/HOUR) = 5.71
TOTAL AREA(ACRES) = 2.57 TOTAL RUNOFF(CFS) = 6.80 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 202.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.80 DOWNSTREAM(FEET) = 534.40 FLOW LENGTH(FEET) = 78.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.80
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 9.42
LONGEST FLOWPATH FROM NODE 238.00 TO NODE 202.00 = 602.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 200.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.40 DOWNSTREAM(FEET) = 533.90 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.54
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.80
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 9.79
LONGEST FLOWPATH FROM NODE 238.00 TO NODE 200.00 = 702.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 2.6 TC(MIN.) = 9.79 PEAK FLOW RATE(CFS) = 6.80
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Job Name:

Job #:

Run Name:

Date:

Notes:
1 2 3
1016 1014 2 542.3 541.64 65 0.69 0.12 J3
1014 1012 9 541.64 541.2 65 0.69 0.22 J4
1004 1004 1 1 of 2
1010 1008 2 541.9 541.4 62 0.69 0.1 J1
1008 1006 5 541.4 540.7 88 0.69 0.48 J2
1004 1004 1 2 OF 2
1004 1004 7 Tc=6.66 Q=3.64 A= 0.9 BMP 1-WEST POST DET.
1004 1000 3 536.71 536.5 40
Comments
MARCOS
1960-01
AV-P1000d.DAT
3/3/2023 POST DETENTION
102 units / 5.02 ac = 20.32 DU/AC
Soil Type C: C=0.69 Soil Type D: C=0.71
BANK
25%-75% Soil Type D: C=0.70 P6=3.2
Node 1 Node 2 Code Elev 1
(feet)
Elev 2
(feet)
Length
(feet)
C
Factor
Area
(acres)

Page 1 of 1 ends

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

Fuscoe Engineering
6390 Greenwich Dr
Suite 170
San Diego, CA 92064
************************** DESCRIPTION OF STUDY ************************** * ARTISTS VILLAGE * * PROPOSED HYDROLOGY - POST DETENTION * * BASIN 1000 * ************************************************************************** FILE NAME: AVP1000D.DAT
TIME/DATE OF STUDY: 14:36 03/02/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 1016.00 TO NODE 1014.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.39 6.41 7.184
2 4.45 6.66 7.011
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

TC(MIN) = 6.66 RAIN INTENSITY(INCH/HOUR) = 7.01
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.64 **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1000.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 536.70 DOWNSTREAM(FEET) = 536.50 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.96
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.64
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 6.83
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1000.00 = 190.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 0.9 TC(MIN.) = 6.83 PEAK FLOW RATE(CFS) = 3.64
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

APPENDIX 5: DETENTION ANALYSIS

WEST WEST
BMP ID POC Node # Qin TC in
(min) A (ac) P6 C Outlet
pipe
Outlet IE
(ft) Slope Outlet
Length (ft)
Top of
Basin Weir TypeWeir Elev
(ft)
Orifice1
Elev (ft)
Storage above
weir (ft)
Storage below
weir (ft)
Orifice 2
Elev (ft)
Orifice
1 Size
Orifice 2
Size (in)
Area of
Basin (sf)
Qout
(cfs)
∆
(cfs) Node Q Tc A BMP ID
1 WEST E 1004 4.45 6.66 0.9 3.2 0.69 18" 540.000.50% 40.0 541.30 2'x2' Grate541.00 540.00 0.30 1.00 - 1" - 930 3.64 -0.81 10043.64 6.66 0.90 1 WEST 2 WEST E 400 4.78 10.19 1.3 3.2 0.69 2-18" 539.001.00% 24.6 541.00 2'x2' Grate540.00 539.00 1.00 1.00 - 1" - 1,300 4.14 -0.64 400 4.1410.19 1.28 2 WEST 3-DET WEST*F 206 10.23 9.14 2.6 3.2 0.69 24" 534.780.50% 80.0 538.28Rect 0.5'x3'537.78 534.78 0.50 3.00 536.78 2.5" 12" 1,740 6.80 -3.43 204 6.80 9.14 2.57 3-DET WEST

EAST EAST
BMP ID POC Node # Qin TC in
(min) A (ac) P6 C Outlet
pipe
Outlet IE
(ft) Slope Outlet
Length (ft)
Top of
Basin Weir TypeWeir Elev
(ft)
Orifice1
Elev (ft)
Storage above
weir (ft)
Storage below
weir (ft)
Orifice 2
Elev (ft)
Orifice
1 Size
Orifice 2
Size (in)
Area of
Basin (sf)
Qout
(cfs)
∆
(cfs) Node Q Tc A BMP ID
A1 A 904 3.94 4.96 0.6 3.2 0.82 18" 542.450.50% 35.0 543.95 2'x2' Grate542.95 542.45 1.00 0.50 - 3" - 575 2.79 -1.15 904 2.79 5.00 0.60 A1 B1 B 704 6.91 5.00 0.8 3.2 0.82 30" 540.002.00% 14.7 542.00 2'x2' Grate541.00 540.00 1.00 1.00 - 2" - 794 5.69 -1.22 704 5.69 5.00 0.81 B1 B2 B 730 12.62 4.64 1.8 3.2 0.82 18" 541.900.50% 64.6 543.90 2'x2' Grate542.90 541.90 1.00 1.00 - 2" - 2,050 6.87 -5.75 730 6.87 5.00 1.80 B2 B3 B 720 3.11 5.15 0.5 3.2 0.82 18" 542.000.50% 64.6 543.50 2'x2' Grate542.50 542.00 1.00 0.50 - 2" - 510 2.61 -0.50 720 2.61 5.15 0.50 B3 B4 B 710 5.28 5.68 0.8 3.2 0.81 18" 542.500.50% 222.6 544.50 2'x2' Grate543.50 542.50 1.00 1.00 - 2" - 930 4.29 -0.99 708 4.29 5.68 0.80 B4 D1 D 305 9.30 4.23 1.4 3.2 0.81 18" 539.400.50% 108.0 540.90 2'x2' Grate539.90 539.40 1.00 0.50 - n/a - 1,450 5.34 -3.96 305 5.34 5.00 1.40 D1 D1-DET * D 301 5.34 5.74 1.4 3.2 0.81 2-18" 535.140.75% 58.0 538.64Rect 0.5'x5'538.14 535.14 0.50 3.00 537.64 1.5" 6" 1,500 4.25 -1.09 301 4.25 5.74 1.40 D1-DET * Underground detention will consist of Urbanpond precast concrete modules. There will be an orifice at the bottom (Orifice1) as well as another higher up (Orifice2). Finally there will be a rectangular weir at the top.

Ouput to use as Code 7
Output to use as Code 7Basin Data Results
Incoming Q Outlet Pipe Basin Data Results
Incoming Q Outlet Pipe

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 1
BMP 1 - WEST
Hydrograph type = Manual Peak discharge = 4.450 cfs
Storm frequency = 100 yrs Time to peak = 4.08 hrs
Time interval = 7 min Hyd. volume = 7,035 cuft
1 0.0 1.0 2.1 3.2 4.2 5.3 6.3
Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00
Q (cfs)
Time (hrs)
BMP 1 - WEST
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP 1 - WEST
Hydrograph type = Reservoir Peak discharge = 3.636 cfs Storm frequency = 100 yrs Time to peak = 4.08 hrs
Time interval = 7 min Hyd. volume = 7,010 cuft
Inflow hyd. No. = 1 - BMP 1 - WEST Max. Elevation = 541.30 ft Reservoir name = BMP 1 - WEST Max. Storage = 1,153 cuf t Storage Indication method used.
2 0.0 1.0 2.1 3.2 4.2 5.3 6.3
Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00
Q (cfs)
Time (hrs)
BMP 1 - WEST
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1
Total storage used = 1,153 cuft
Pond Report 3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Pond No. 1 - BMP 1 - WEST
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 540.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. St orage (cuft) Total storage (cuft)

0.00 540.00 890 0 0

0.50 540.50 890 445 445

1.00 541.00 890 445 890

1.50 541.50 890 445 1,335
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 1.00 0.00 0.00
Span (in) = 18.00 1.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft) = 540.00 540.01 0.00 0.00
Length (ft) = 40.00 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft) = 8.00 0.00 0.00 0.00
Crest El. (ft) = 541.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00
Stage (ft)

0.00 540.00

0.20 540.20

0.40 540.40

0.60 540.60

0.80 540.80

1.00 541.00

1.20 541.20

1.40 541.40

1.60 541.60

1.80 541.80

2.00 542.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP 1 - WEST
Hydrograph type = Reservoir Peak discharge = 3.636 cfs Storm frequency = 100 yrs Time to peak = 4.08 hrs
Time interval = 7 min Hyd. volume = 7,010 cuft
Inflow hyd. No. = 1 - BMP 1 - WEST Max. Elevation = 541.30 ft Reservoir name = BMP 1 - WEST Max. Storage = 1,153 cuf t Storage Indication method used.

0.0 1.0 2.1 3.2 4.2 5.3 6.3
Elev (ft)
540.00 540.00
541.00 541.00
542.00 542.00
543.00 543.00
Elev (ft)
Time (hrs)
BMP 1 - WEST
Hyd. No. 2 -- 100 Year

1. BMP 1 - WEST

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP 2 - WEST
Hydrograph type = Reservoir Peak discharge = 4.142 cfs Storm frequency = 100 yrs Time to peak = 4.17 hrs
Time interval = 10 min Hyd. volume = 10,140 cuft
Inflow hyd. No. = 1 - BMP 2 WEST Max. Elevation = 54 0.29 ft Reservoir name = BMP 2 - WEST Max. Storage = 1,674 cuf t Storage Indication method used.
1 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00
Q (cfs)
Time (hrs)
BMP 2 - WEST
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1
Total storage used = 1,674 cuft
Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Pond No. 1 - BMP 2 - WEST
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 539.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. St orage (cuft) Total storage (cuft)

0.00 539.00 1,300 0 0

0.25 539.25 1,300 325 325

0.50 539.50 1,300 325 650

0.75 539.75 1,300 325 975

1.00 540.00 1,300 325 1,300

1.25 540.25 1,300 325 1,625

1.50 540.50 1,300 325 1,950

2.00 541.00 1,300 650 2,600
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 1.00 0.00 0.00
Span (in) = 18.00 1.00 0.00 0.00
No. Barrels = 2 1 1 0
Invert El. (ft) = 539.00 539.01 0.00 0.00
Length (ft) = 24.60 0.00 0.00 0.00
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft) = 8.00 0.00 0.00 0.00
Crest El. (ft) = 540.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Stage (ft)

0.00 539.00

0.20 539.20

0.40 539.40

0.60 539.60

0.80 539.80

1.00 540.00

1.20 540.20

1.40 540.40

1.60 540.60

1.80 540.80

2.00 541.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP 2 - WEST
Hydrograph type = Reservoir Peak discharge = 4.142 cfs Storm frequency = 100 yrs Time to peak = 4.17 hrs
Time interval = 10 min Hyd. volume = 10,140 cuft
Inflow hyd. No. = 1 - BMP 2 WEST Max. Elevation = 54 0.29 ft Reservoir name = BMP 2 - WEST Max. Storage = 1,674 cuf t Storage Indication method used.

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Elev (ft)
539.00 539.00
540.00 540.00
541.00 541.00
542.00 542.00
Elev (ft)
Time (hrs)
BMP 2 - WEST
Hyd. No. 2 -- 100 Year

1. BMP 2 - WEST

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP 3 - WEST
Hydrograph type = Reservoir Peak discharge = 6.788 cfs Storm frequency = 100 yrs Time to peak = 4.20 hrs
Time interval = 9 min Hyd. volume = 20,524 cuft
Inflow hyd. No. = 1 - BMP 3 - WEST Max. Elevation = 538.21 ft Reservoir name = BMP 3 - WEST Max. Storage = 5,971 cuf t Storage Indication method used.
1 0.0 1.0 2.1 3.2 4.2 5.3 6.3 7.3 8.4 9.4 10.5 11.6 12.6 Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00
Q (cfs)
Time (hrs)
BMP 3 - WEST
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1
Total storage used = 5,971 cuft
Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Pond No. 1 - BMP 3 - WEST
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 534.78 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. St orage (cuft) Total storage (cuft)

0.00 534.78 1,740 0 0

1.00 535.78 1,740 1,740 1,740

1.50 536.28 1,740 870 2,610

2.00 536.78 1,740 870 3,480

2.50 537.28 1,740 870 4,350

3.00 537.78 1,740 870 5,219

3.50 538.28 1,740 870 6,089
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 2.50 12.00 0.00
Span (in) = 24.00 2.50 12.00 0.00
No. Barrels = 1 1 1 0
Invert El. (ft) = 530.00 534.79 536.78 0.00
Length (ft) = 80.00 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes Yes
Crest Len (ft) = 3.00 0.00 0.00 0.00
Crest El. (ft) = 537.78 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = Rect --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
Stage (ft)

0.00 534.78

1.00 535.78

2.00 536.78

3.00 537.78

4.00 538.78
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP 3 - WEST
Hydrograph type = Reservoir Peak discharge = 6.788 cfs Storm frequency = 100 yrs Time to peak = 4.20 hrs
Time interval = 9 min Hyd. volume = 20,524 cuft
Inflow hyd. No. = 1 - BMP 3 - WEST Max. Elevation = 538.21 ft Reservoir name = BMP 3 - WEST Max. Storage = 5,971 cuf t Storage Indication method used.

0.0 1.0 2.1 3.2 4.2 5.3 6.3 7.3 8.4 9.4 10.5 11.6 12.6
Elev (ft)
534.00 534.00
535.00 535.00
536.00 536.00
537.00 537.00
538.00 538.00
539.00 539.00
540.00 540.00
Elev (ft)
Time (hrs)
BMP 3 - WEST
Hyd. No. 2 -- 100 Year

1. BMP 3 - WEST

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP A1 - EAST
Hydrograph type = Reservoir Peak discharge = 2.790 cfs Storm frequency = 100 yrs Time to peak = 4.08 hrs
Time interval = 5 min Hyd. volume = 5,610 cuft
Inflow hyd. No. = 1 - BMP A1 - EAST Max. Elevation = 543.42 ft Reservoir name = BMP A1 - EAST Max. Storage = 557 cuft Storage Indication method used.
1 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00
Q (cfs)
Time (hrs)
BMP A1 - EAST
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1
Total storage used = 557 cuft
Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Pond No. 1 - BMP A1 - EAST
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 542.45 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. St orage (cuft) Total storage (cuft)

0.00 542.45 575 0 0

0.25 542.70 575 144 144

0.50 542.95 575 144 287

0.75 543.20 575 144 431

1.00 543.45 575 144 575

1.25 543.70 575 144 719

1.50 543.95 575 144 862
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 3.00 0.00 0.00
Span (in) = 18.00 3.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft) = 542.45 542.45 0.00 0.00
Length (ft) = 35.00 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft) = 8.00 0.00 0.00 0.00
Crest El. (ft) = 542.95 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00
Stage (ft)

0.00 542.45

0.20 542.65

0.40 542.85

0.60 543.05

0.80 543.25

1.00 543.45

1.20 543.65

1.40 543.85

1.60 544.05

1.80 544.25

2.00 544.45
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP A1 - EAST
Hydrograph type = Reservoir Peak discharge = 2.790 cfs Storm frequency = 100 yrs Time to peak = 4.08 hrs
Time interval = 5 min Hyd. volume = 5,610 cuft
Inflow hyd. No. = 1 - BMP A1 - EAST Max. Elevation = 543.42 ft Reservoir name = BMP A1 - EAST Max. Storage = 557 cuft Storage Indication method used.

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Elev (ft)
542.00 542.00
543.00 543.00
544.00 544.00
545.00 545.00
Elev (ft)
Time (hrs)
BMP A1 - EAST
Hyd. No. 2 -- 100 Year

1. BMP A1 - EAST

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP B1 - EAST
Hydrograph type = Reservoir Peak discharge = 5.692 cfs Storm frequency = 100 yrs Time to peak = 4.08 hrs
Time interval = 5 min Hyd. volume = 7,880 cuft
Inflow hyd. No. = 1 - BMP B1 - EAST Max. Elevation = 541.35 ft Reservoir name = BMP B1 - EAST Max. Storage = 996 cuft Storage Indication method used.
1 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0
Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

7.00 7.00
Q (cfs)
Time (hrs)
BMP B1 - EAST
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1
Total storage used = 996 cuft
Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Pond No. 1 - BMP B1 - EAST
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 540.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. St orage (cuft) Total storage (cuft)

0.00 540.00 735 0 0

0.50 540.50 735 367 367

1.00 541.00 735 367 735

1.50 541.50 735 367 1,102

2.00 542.00 735 367 1,470
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 30.00 2.00 0.00 0.00
Span (in) = 30.00 2.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft) = 540.00 540.01 0.00 0.00
Length (ft) = 14.70 0.00 0.00 0.00
Slope (%) = 2.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft) = 8.00 0.00 0.00 0.00
Crest El. (ft) = 541.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 Stage (ft)

0.00 540.00

0.20 540.20

0.40 540.40

0.60 540.60

0.80 540.80

1.00 541.00

1.20 541.20

1.40 541.40

1.60 541.60

1.80 541.80

2.00 542.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP B1 - EAST
Hydrograph type = Reservoir Peak discharge = 5.692 cfs Storm frequency = 100 yrs Time to peak = 4.08 hrs
Time interval = 5 min Hyd. volume = 7,880 cuft
Inflow hyd. No. = 1 - BMP B1 - EAST Max. Elevation = 541.35 ft Reservoir name = BMP B1 - EAST Max. Storage = 996 cuft Storage Indication method used.

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 Elev (ft)
540.00 540.00
541.00 541.00
542.00 542.00
543.00 543.00
Elev (ft)
Time (hrs)
BMP B1 - EAST
Hyd. No. 2 -- 100 Year

1. BMP B1 - EAST

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP B2 - EAST
Hydrograph type = Reservoir Peak discharge = 6.871 cfs Storm frequency = 100 yrs Time to peak = 4.17 hrs
Time interval = 5 min Hyd. volume = 17,040 cuft
Inflow hyd. No. = 1 - BMP B2 - EAST Max. Elevation = 543.74 ft Reservoir name = BMP B2 - EAST Max. Storage = 3,767 cu ft Storage Indication method used.
1 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0
Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

14.00 14.00
Q (cfs)
Time (hrs)
BMP B2 - EAST
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1
Total storage used = 3,767 cuft
Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Pond No. 1 - BMP B2 - EAST
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 541.90 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. St orage (cuft) Total storage (cuft)

0.00 541.90 2,050 0 0

0.50 542.40 2,050 1,025 1,025

1.00 542.90 2,050 1,025 2,050

1.50 543.40 2,050 1,025 3,075

2.00 543.90 2,050 1,025 4,100
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 2.00 0.00 0.00
Span (in) = 18.00 2.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft) = 541.90 541.91 0.00 0.00
Length (ft) = 64.61 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft) = 8.00 0.00 0.00 0.00
Crest El. (ft) = 542.90 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
Stage (ft)

0.00 541.90

0.20 542.10

0.40 542.30

0.60 542.50

0.80 542.70

1.00 542.90

1.20 543.10

1.40 543.30

1.60 543.50

1.80 543.70

2.00 543.90
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP B2 - EAST
Hydrograph type = Reservoir Peak discharge = 6.871 cfs Storm frequency = 100 yrs Time to peak = 4.17 hrs
Time interval = 5 min Hyd. volume = 17,040 cuft
Inflow hyd. No. = 1 - BMP B2 - EAST Max. Elevation = 543.74 ft Reservoir name = BMP B2 - EAST Max. Storage = 3,767 cu ft Storage Indication method used.

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Elev (ft)
541.00 541.00
542.00 542.00
543.00 543.00
544.00 544.00
545.00 545.00
Elev (ft)
Time (hrs)
BMP B2 - EAST
Hyd. No. 2 -- 100 Year

1. BMP B2 - EAST

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP B3 - EAST
Hydrograph type = Reservoir Peak discharge = 2.605 cfs Storm frequency = 100 yrs Time to peak = 4.08 hrs
Time interval = 5 min Hyd. volume = 4,727 cuft
Inflow hyd. No. = 1 - BMP B3 - EAST Max. Elevation = 542.80 ft Reservoir name = BMP B3 - EAST Max. Storage = 408 cuft Storage Indication method used.
1 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0
Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00
Q (cfs)
Time (hrs)
BMP B3 - EAST
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1
Total storage used = 408 cuft
Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Pond No. 1 - BMP B3 - EAST
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 542.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. St orage (cuft) Total storage (cuft)

0.00 542.00 510 0 0

0.25 542.25 510 127 127

0.50 542.50 510 127 255

0.75 542.75 510 127 382

1.00 543.00 510 127 510

1.25 543.25 510 127 637

1.50 543.50 510 127 765
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 2.00 0.00 0.00
Span (in) = 18.00 2.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft) = 542.00 542.01 0.00 0.00
Length (ft) = 64.60 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft) = 8.00 0.00 0.00 0.00
Crest El. (ft) = 542.50 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (ft)

0.00 542.00

0.20 542.20

0.40 542.40

0.60 542.60

0.80 542.80

1.00 543.00

1.20 543.20

1.40 543.40

1.60 543.60

1.80 543.80

2.00 544.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP B3 - EAST
Hydrograph type = Reservoir Peak discharge = 2.605 cfs Storm frequency = 100 yrs Time to peak = 4.08 hrs
Time interval = 5 min Hyd. volume = 4,727 cuft
Inflow hyd. No. = 1 - BMP B3 - EAST Max. Elevation = 542.80 ft Reservoir name = BMP B3 - EAST Max. Storage = 408 cuft Storage Indication method used.

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0
Elev (ft)
542.00 542.00
543.00 543.00
544.00 544.00
Elev (ft)
Time (hrs)
BMP B3 - EAST
Hyd. No. 2 -- 100 Year

1. BMP B3 - EAST

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP B4 - EAST
Hydrograph type = Reservoir Peak discharge = 4.285 cfs Storm frequency = 100 yrs Time to peak = 4.10 hrs
Time interval = 6 min Hyd. volume = 7,475 cuft
Inflow hyd. No. = 1 - BMP B4 - EAST Max. Elevation = 543.79 ft Reservoir name = BMP B4 - EAST Max. Storage = 1,203 cu ft Storage Indication method used.
1 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0
Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00
Q (cfs)
Time (hrs)
BMP B4 - EAST
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1
Total storage used = 1,203 cuft
Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Pond No. 1 - BMP B4 - EAST
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 542.50 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. St orage (cuft) Total storage (cuft)

0.00 542.50 930 0 0

0.25 542.75 930 232 232

0.50 543.00 930 232 465

0.75 543.25 930 232 697

1.00 543.50 930 232 930

1.25 543.75 930 232 1,162

1.50 544.00 930 232 1,395

1.75 544.25 930 232 1,627

2.00 544.50 930 232 1,860
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 2.00 0.00 0.00
Span (in) = 18.00 2.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft) = 542.50 0.00 0.00 0.00
Length (ft) = 222.60 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft) = 8.00 0.00 0.00 0.00
Crest El. (ft) = 543.50 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
Stage (ft)

0.00 542.50

0.20 542.70

0.40 542.90

0.60 543.10

0.80 543.30

1.00 543.50

1.20 543.70

1.40 543.90

1.60 544.10

1.80 544.30

2.00 544.50
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP B4 - EAST
Hydrograph type = Reservoir Peak discharge = 4.285 cfs Storm frequency = 100 yrs Time to peak = 4.10 hrs
Time interval = 6 min Hyd. volume = 7,475 cuft
Inflow hyd. No. = 1 - BMP B4 - EAST Max. Elevation = 543.79 ft Reservoir name = BMP B4 - EAST Max. Storage = 1,203 cu ft Storage Indication method used.

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0
Elev (ft)
542.00 542.00
543.00 543.00
544.00 544.00
545.00 545.00
Elev (ft)
Time (hrs)
BMP B4 - EAST
Hyd. No. 2 -- 100 Year

1. BMP B4 - EAST

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP D1 - EAST
Hydrograph type = Reservoir Peak discharge = 5.335 cfs Storm frequency = 100 yrs Time to peak = 4.17 hrs
Time interval = 5 min Hyd. volume = 12,967 cuft
Inflow hyd. No. = 1 - BMP D1 - EAST Max. Elevation = 540.67 ft Reservoir name = BMP D1 - EAST Max. Storage = 1,812 cu ft Storage Indication method used.
1 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00
Q (cfs)
Time (hrs)
BMP D1 - EAST
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1
Total storage used = 1,812 cuft
Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Pond No. 1 - BMP D1 - EAST
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 539.40 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. St orage (cuft) Total storage (cuft)

0.00 539.40 1,430 0 0

0.25 539.65 1,430 357 357

0.50 539.90 1,430 357 715

0.75 540.15 1,430 357 1,072

1.00 540.40 1,430 357 1,430

1.25 540.65 1,430 357 1,787

1.50 540.90 1,430 357 2,145
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 1.00 0.00 0.00
Span (in) = 18.00 1.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft) = 539.40 539.41 0.00 0.00
Length (ft) = 108.00 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft) = 8.00 0.00 0.00 0.00
Crest El. (ft) = 539.90 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (ft)

0.00 539.40

0.20 539.60

0.40 539.80

0.60 540.00

0.80 540.20

1.00 540.40

1.20 540.60

1.40 540.80

1.60 541.00

1.80 541.20

2.00 541.40
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP D1 - EAST
Hydrograph type = Reservoir Peak discharge = 5.335 cfs Storm frequency = 100 yrs Time to peak = 4.17 hrs
Time interval = 5 min Hyd. volume = 12,967 cuft
Inflow hyd. No. = 1 - BMP D1 - EAST Max. Elevation = 540.67 ft Reservoir name = BMP D1 - EAST Max. Storage = 1,812 cu ft Storage Indication method used.

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 Elev (ft)
539.00 539.00
540.00 540.00
541.00 541.00
542.00 542.00
Elev (ft)
Time (hrs)
BMP D1 - EAST
Hyd. No. 2 -- 100 Year

1. BMP D1 - EAST

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP D1-DET - EAST
Hydrograph type = Reservoir Peak discharge = 4.248 cfs Storm frequency = 100 yrs Time to peak = 4.10 hrs
Time interval = 6 min Hyd. volume = 11,898 cuft
Inflow hyd. No. = 1 - BMP D-1 DET - EAST Max. Elevat ion = 538.60 ft Reservoir name = BMP D1 DET - EAST Max. Storage = 5,1 89 cuft Storage Indication method used.
1 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00
Q (cfs)
Time (hrs)
BMP D1-DET - EAST
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1
Total storage used = 5,189 cuft
Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Pond No. 1 - BMP D1 DET - EAST
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 535.14 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. St orage (cuft) Total storage (cuft)

0.00 535.14 1,500 0 0

0.50 535.64 1,500 750 750

1.00 536.14 1,500 750 1,500

1.50 536.64 1,500 750 2,250

2.00 537.14 1,500 750 3,000

2.50 537.64 1,500 750 3,750

3.00 538.14 1,500 750 4,500

3.50 538.64 1,500 750 5,249

4.00 539.14 1,500 750 5,999
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 1.50 Inactive 0.00
Span (in) = 18.00 1.50 6.00 0.00
No. Barrels = 2 1 1 0
Invert El. (ft) = 535.14 535.15 537.64 0.00
Length (ft) = 58.00 0.00 0.00 0.00
Slope (%) = 0.75 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft) = 4.00 0.00 0.00 0.00
Crest El. (ft) = 538.14 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = Rect --- --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 Stage (ft)

0.00 535.14

1.00 536.14

2.00 537.14

3.00 538.14

4.00 539.14
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Friday, 03 / 3 / 2023 Hyd. No. 2
BMP D1-DET - EAST
Hydrograph type = Reservoir Peak discharge = 4.248 cfs Storm frequency = 100 yrs Time to peak = 4.10 hrs
Time interval = 6 min Hyd. volume = 11,898 cuft
Inflow hyd. No. = 1 - BMP D-1 DET - EAST Max. Elevat ion = 538.60 ft Reservoir name = BMP D1 DET - EAST Max. Storage = 5,1 89 cuft Storage Indication method used.
0 6 12 18 24 30 36 42 48 54
Elev (ft)
535.00 535.00
536.00 536.00
537.00 537.00
538.00 538.00
539.00 539.00
540.00 540.00
Elev (ft)
Time (hrs)
BMP D1-DET - EAST
Hyd. No. 2 -- 100 Year

1. BMP D1 DET - EAST
APPENDIX 6: EXISTING AND PROPOSED HYDROLOGY EXHIBITS

GRAND AVE
LINDA VISTA DR.MARCOSEXISTING HYDROLOGY EXHIBITJOB NO.DRAWN BY:SHEET1 of 1GNIREEN EIGN6390 Greenwich Dr., Suite 170San Diego, California 92122tel 858.554.1500 fax 858.597.0335www.fuscoe.com LEGEND
A .

ACTF 11.

MIN4 . C)S
A 1. ACTF .

MIN4 .

C)S
MWS 8-20

GRAND AVE
cad-block.com
cad-block.com

LINDA VISTA DR

GRAND AVE

LINDA VISTA DR
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.comcad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.com
cad-block.comcad-block.com
cad-block.com
cad-block.com

LINDA VISTA DR

GRAND AVE

DATUM NOTE
APPENDIX 7: EXCERPTS FROM CHANNEL IMPROVEMENT PLAN

AS BUILT DRAWINGS

San Marcos City CouncilOctober 24, 2023

San Marcos City Council
October 24, 2023