HomeMy WebLinkAboutMS 05-10; EUCALYPTUS LANE; FINAL DRAINAGE REPORT FOR 4984 EUCALYPTUS LANE; 2022-04-04FINAL DRAINAGE REPORT
FOR:
4984 EUCALYPTUS LANE
Carlsbad, CA
JN 222-1
PREPARED FOR:
SUMMIT WEST REAL
ESTATE, INC.
2652 LA COSTA AVE.
CARLSBAD, CA 92009
(760) 476-3544
PREPARED BY:
LANDMARK CONSULTING
9555 GENESEE AVENUE, SUITE 200
SAN DIEGO, CA 92121
858-587-8070
DATE: 4/04/2022
_________________________________________________
DAVID YEH, RCE 62717, EXP. 6-30-22
22
TABLE OF CONTENTS
VICINITY MAP 1
INTRODUCTION 2
METHOD OF ANALYSIS 3-8
DECLARATION OF RESPONSIBLE CHARGE 9
HYDROLOGY CALCULATIONS 10-24
SUMMARY 25
APPENDICIES
APPENDIX A HYDROLOGIC SOILS GROUP MAP
APPENDIX B RUNOFF COEFFICIENT
APPENDIX C 100-YEAR, 6-HOUR PRECIPITATION
APPENDIX D 100-YEAR, 24-HOUR PRECIPITATION
APPENDIX E 100-YEAR INTENSITY-DURATION DESIGN CHART
APPENDIX F PRE DEVELOPMENT AND POST DEVELOPMENT HYDROLOGY MAP
1
`
2
INTRODUCTION
The site is located at 4984 Eucalyptus Lane, west of Crestview Drive, in the City of Carlsbad, County of
San Diego, State of California. The project site is situated on moderately southerly sloping open lot in a
developed area, surrounded by existing single-family residences.
Under the pre-development conditions, the project site consists of an open lot that slopes from the north to
south. The most northerly portion of the project site is sloped steeply down towards existing El Camino
Real. The runoff from the site sheet flows from the north to the south and into the existing gutter on
Eucalyptus Lane. The runoff is conveyed easterly for roughly 500’ until it enters the existing curb inlet at
the corner of Eucalyptus Lane and Crestview Drive. The existing storm drain conveys the water northerly
to El Camino Real and then easterly where it discharges into the natural areas to the south. The ultimate
discharge location is the Agua Hedionda Lagoon.
Under the post-development conditions, the existing runoff pattern will be preserved. The runoff from
each of the three lots will be directed via earthen swale into either a biofiltration or bioretention basin.
The basins on the northerly two lots will direct treated runoff into an on-site 6” storm drain system that is
discharged onto Eucalyptus Lane via curb outlet. The runoff from the proposed shared driveway will be
directed into a bioretention basin at the southerly potion of the project site. The treated runoff will then
infiltrate into the native soil with any overflow from high-intensity storm flowing into the curb and gutter
on existing Eucalyptus Lane via a modified D-25 curb outlet at the low point of the basin. The runoff
from the southernmost pad will be directed via earthen swale into a proposed bioretention basin. The
treated runoff from this basin will be infiltrated into the native soil with any overflow from high-intensity
storms flowing into the curb and gutter via another modified D-25 curb outlet at the low point of the this
basin. The overflow runoff is then conveyed via curb and gutter easterly along Eucalyptus Lane and into
the existing curb inlet. The overall drainage pattern will not be changed from pre-development
conditions.
Infiltration testing performed by Inland Engineering Technologies, Inc. in February and March of 2016
confirmed the underlying soil has the ability to infiltrate at a rate of 0.5 in/hour.
The proposed development consists of the grading of pads and construction of a shared driveway for 3
single-family residences. No home construction is proposed for this project, however the C value used in
this analysis for post conditions is based upon single-family residential development.
The purpose of this report is to determine the peak discharge rates under both the pre and post-
development conditions and to evaluate the adequacy of the proposed drainage system. AES software will
be used for calculating pipe sizes.
3
METHOD OF ANALYSIS
Rational Method
4
5
6
7
8
Runoff Detention Analysis
The proposed on-site BMPs will also provide storage volume for runoff flows, which is necessary to
detain peak post-development flow rates to pre-project rates. The undetained peak flow rates to each BMP
were first calculated using the Rational Method as outlined in the previous section. The output provided a
time of concentration, weighted C value, and 100-year peak flow rate. Next, the Rick Rat Hydro program
(obtained from the County of San Diego, developed by Rick Engineering) was utilized to generate an
inflow hydrograph to each basin given the hydrologic characteristics of each drainage basin. These
hydrographs were manually entered into the HydraFlow (2019) program, developed by Autodesk. The
BMPs and outlet structures were modeled as ponds in HydraFlow and only considered the surface storage
volume.
Once all inflow hydrographs and pond stage-storage-discharge relationships were finalized in HydraFlow,
a reservoir routing routine was performed. This process involves modeling the inflow hydrograph through
each BMP and calculating the resulting discharge, or outflow hydrograph. The peak discharge from the
outflow hydrograph (detained flow rate) was then modeled into the overall AES Rational Method
hydrologic analysis using Code 7, which is a user-specified hydrologic input at the outlet node. The
drainage basin area, peak flow rate (from the peak of the outflow hydrograph), and time of concentration
(same as the undetained model) were input. The results of the detention analysis and outputs from
HydraFlow are provided as an appendix to this report.
Table 1: Runoff summary table
Area (ac) Time of
Concentration (min)
Q100 (cfs)
Pre-Project 1.0 9.19 1.77
Post-Project 1.0 12.17 1.84
9
DECLARATION OF RESPONSIBLE CHARGE
I hereby declare that I am the civil Engineer of Work for this project, that I have exercised responsible
charge over the design of this project as defined in Section 6703 of the Business and Professions code,
and that the design is consistent with current design.
I understand that the check of project drawings and specifications by the County of San Diego is confined
to a review only and does not relieve me, as Engineer of Work, of my responsibilities for project design.
David Yeh, RCE 62717, EXP. 6-30-2022
10
PRE-DEVELOPMENT CONDITIONS
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2012 Advanced Engineering Software (aes)
Ver. 18.2 Release Date: 05/08/2012 License ID 1503
Analysis prepared by:
LANDMARK CONSULTING
9555 GENESEE AVAENUE, SUITE 200
SAN DIEGO, CA 91212
************************** DESCRIPTION OF STUDY **************************
* 222-1 Eucalyptus Lane *
* Pre-Project Conditions - 100-Year Hydrology *
* Landmark Consulting, August 2018 *
**************************************************************************
FILE NAME: 2221PRE.DAT
TIME/DATE OF STUDY: 08:46 08/27/2018
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATI ON:
----------------------------------------------------------------------------
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.500
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
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 16.0 11.0 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 101.00 TO NODE 102.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
11
BARREN COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 93
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 107.00
DOWNSTREAM ELEVATION(FEET) = 106.00
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.577
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.038
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.11
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 106.00 DOWNSTREAM(FEET) = 80.90
CHANNEL LENGTH THRU SUBAREA(FEET) = 298.00 CHANNEL SLOPE = 0.0842
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.449
BARREN COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 93
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.79
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.09
AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 1.61
Tc(MIN.) = 9.19
SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 1.37
AREA-AVERAGE RUNOFF COEFFICIENT = 0.350
TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 1.46
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 3.63
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 348.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.449
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 98
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3908
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.31
TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 1.77
TC(MIN.) = 9.19
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 9.19
PEAK FLOW RATE(CFS) = 1.77
============================================================================
12
============================================================================
END OF RATIONAL METHOD ANALYSIS
13
POST-DEVELOPMENT CONDITIONS
____________________________________________________________________________
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2012 Advanced Engineering Software (aes)
Ver. 18.2 Release Date: 05/08/2012 License ID 1503
Analysis prepared by:
LANDMARK CONSULTING
9555 GENESEE AVAENUE, SUITE 200
SAN DIEGO, CA 91212
************************** DESCRIPTION OF STUDY **************************
* 222-1 Eucalyptus Lane *
* Post-Project Conditions - 100-Year Hydrology *
* Landmark Consulting, August 2018 *
**************************************************************************
FILE NAME: 2221POST.DAT
TIME/DATE OF STUDY: 11:03 08/27/2018
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.500
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
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 16.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150
2 20.0 15.0 0.001/0.001/0.005 0.08 1.50 0.0100 0.010 0.0130
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 101.00 TO NODE 102.00 IS CODE = 21
----------------------------------------------------------------------------
14
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 100.00
DOWNSTREAM ELEVATION(FEET) = 99.70
ELEVATION DIFFERENCE(FEET) = 0.30
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.205
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.443
SUBAREA RUNOFF(CFS) = 0.15
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.15
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 99.70 DOWNSTREAM(FEET) = 98.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 125.00 CHANNEL SLOPE = 0.0096
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.945
RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.34
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.12
AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.86
Tc(MIN.) = 11.07
SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.37
AREA-AVERAGE RUNOFF COEFFICIENT = 0.490
TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.50
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 1.24
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 175.00 FEET.
+--------------------------------------------------------------------------+
| Flow routed through biofiltration basin node using HydraFlow 2019 |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 11.00 RAIN INTENSITY(INCH/HOUR) = 3.96
TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.44
+--------------------------------------------------------------------------+
15
| Flow results from Hydraflow 2019 analysis |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 94.20 DOWNSTREAM(FEET) = 89.50
FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.65
GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.44
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 11.27
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 266.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 11.27
RAINFALL INTENSITY(INCH/HR) = 3.90
TOTAL STREAM AREA(ACRES) = 0.26
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.44
****************************************************************************
FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 96.50
DOWNSTREAM ELEVATION(FEET) = 96.00
ELEVATION DIFFERENCE(FEET) = 0.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.764
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.959
SUBAREA RUNOFF(CFS) = 0.17
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.17
****************************************************************************
FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 96.00 DOWNSTREAM(FEET) = 95.00
16
CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL SLOPE = 0.0100
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.438
RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.34
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.14
AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.46
Tc(MIN.) = 9.22
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.35
AREA-AVERAGE RUNOFF COEFFICIENT = 0.490
TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.50
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 1.29
LONGEST FLOWPATH FROM NODE 106.00 TO NODE 108.00 = 150.00 FEET.
+--------------------------------------------------------------------------+
| Flow routed through biofiltration basin using Hydraflow 2019 |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 9.00 RAIN INTENSITY(INCH/HOUR) = 4.51
TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.42
****************************************************************************
FLOW PROCESS FROM NODE 109.00 TO NODE 105.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 90.60 DOWNSTREAM(FEET) = 89.50
FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.02
GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.42
PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 9.59
LONGEST FLOWPATH FROM NODE 106.00 TO NODE 105.00 = 257.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
17
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.59
RAINFALL INTENSITY(INCH/HR) = 4.33
TOTAL STREAM AREA(ACRES) = 0.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.42
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.44 11.27 3.900 0.26
2 0.42 9.59 4.327 0.23
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 0.79 9.59 4.327
2 0.82 11.27 3.900
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 0.82 Tc(MIN.) = 11.27
TOTAL AREA(ACRES) = 0.5
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 266.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 115.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 89.50 DOWNSTREAM(FEET) = 81.33
FLOW LENGTH(FEET) = 282.40 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.20
GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.82
PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 12.17
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 115.00 = 548.40 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
STREETS & ROADS (DITCHES) RUNOFF COEFFICIENT = .7100
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 93
INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00
18
UPSTREAM ELEVATION(FEET) = 100.00
DOWNSTREAM ELEVATION(FEET) = 92.90
ELEVATION DIFFERENCE(FEET) = 7.10
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.874
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.19
TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.19
****************************************************************************
FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================
UPSTREAM ELEVATION(FEET) = 92.90 DOWNSTREAM ELEVATION(FEET) = 82.20
STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 1.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.001
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.001
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.005
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.44
***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.04 FLOOD WIDTH(FEET) = 20.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 1.85
SPLIT DEPTH(FEET) = 0.02 SPLIT FLOOD WIDTH(FEET) = 2.38
SPLIT FLOW(CFS) = 0.03 SPLIT VELOCITY(FEET/SEC.) = 1.40
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.04
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.85
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.07
STREET FLOW TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 3.77
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
STREETS & ROADS (DITCHES) RUNOFF COEFFICIENT = .7100
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 93
AREA-AVERAGE RUNOFF COEFFICIENT = 0.710
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.51
TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.70
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.04 HALFSTREET FLOOD WIDTH(FEET) = 20.00
FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.07
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 113.00 = 175.00 FEET.
+--------------------------------------------------------------------------+
| Flow enters slotted drain. Separate calculations performed |
19
| |
| |
+--------------------------------------------------------------------------+
+--------------------------------------------------------------------------+
| Results from HydraFlow 2019 |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 6.59
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.58
****************************************************************************
FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 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.) = 5.00
RAINFALL INTENSITY(INCH/HR) = 6.59
TOTAL STREAM AREA(ACRES) = 0.15
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.58
****************************************************************************
FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
INITIAL SUBAREA FLOW-LENGTH(FEET) = 33.00
UPSTREAM ELEVATION(FEET) = 91.00
DOWNSTREAM ELEVATION(FEET) = 90.70
ELEVATION DIFFERENCE(FEET) = 0.30
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.511
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.555
SUBAREA RUNOFF(CFS) = 0.14
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.14
****************************************************************************
FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 90.70 DOWNSTREAM(FEET) = 88.80
CHANNEL LENGTH THRU SUBAREA(FEET) = 190.00 CHANNEL SLOPE = 0.0100
20
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.372
RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.30
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.08
AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 2.93
Tc(MIN.) = 9.44
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.32
AREA-AVERAGE RUNOFF COEFFICIENT = 0.490
TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.43
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 1.19
LONGEST FLOWPATH FROM NODE 116.00 TO NODE 118.00 = 223.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 84.80 DOWNSTREAM(FEET) = 82.45
FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.90
GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.43
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.48
LONGEST FLOWPATH FROM NODE 116.00 TO NODE 119.00 = 241.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.360
RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4900
SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.53
TC(MIN.) = 9.48
+--------------------------------------------------------------------------+
| Results from HydraFlow 2019 |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 7
----------------------------------------------------------------------------
21
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 9.50 RAIN INTENSITY(INCH/HOUR) = 4.35
TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.47
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 114.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================
UPSTREAM ELEVATION(FEET) = 83.00 DOWNSTREAM ELEVATION(FEET) = 81.78
STREET LENGTH(FEET) = 45.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 16.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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 = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.56
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.19
HALFSTREET FLOOD WIDTH(FEET) = 3.11
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49
STREET FLOW TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 9.79
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.271
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 98
AREA-AVERAGE RUNOFF COEFFICIENT = 0.505
SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.19
TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.65
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.61
FLOW VELOCITY(FEET/SEC.) = 2.61 DEPTH*VELOCITY(FT*FT/SEC.) = 0.52
LONGEST FLOWPATH FROM NODE 116.00 TO NODE 114.00 = 286.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 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.) = 9.79
RAINFALL INTENSITY(INCH/HR) = 4.27
TOTAL STREAM AREA(ACRES) = 0.30
22
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.65
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.58 5.00 6.587 0.15
2 0.65 9.79 4.271 0.30
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 0.91 5.00 6.587
2 1.02 9.79 4.271
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.02 Tc(MIN.) = 9.79
TOTAL AREA(ACRES) = 0.5
LONGEST FLOWPATH FROM NODE 116.00 TO NODE 114.00 = 286.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================
UPSTREAM ELEVATION(FEET) = 81.78 DOWNSTREAM ELEVATION(FEET) = 81.33
STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 16.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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 = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.09
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.28
HALFSTREET FLOOD WIDTH(FEET) = 7.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.48
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.42
STREET FLOW TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 10.69
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.035
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 98
AREA-AVERAGE RUNOFF COEFFICIENT = 0.560
SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.14
TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.11
23
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.88
FLOW VELOCITY(FEET/SEC.) = 1.50 DEPTH*VELOCITY(FT*FT/SEC.) = 0.43
LONGEST FLOWPATH FROM NODE 116.00 TO NODE 115.00 = 366.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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 1.11 10.69 4.035 0.49
LONGEST FLOWPATH FROM NODE 116.00 TO NODE 115.00 = 366.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.82 12.17 3.711 0.49
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 115.00 = 548.40 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.83 10.69 4.035
2 1.84 12.17 3.711
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.84 Tc(MIN.) = 12.17
TOTAL AREA(ACRES) = 1.0
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 12
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 12.17
PEAK FLOW RATE(CFS) = 1.84
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
24
HYDRAULIC CALCULATIONS
Slotted Drain Capacity Calculations
The capacity calculations for the slotted drains are based on Manufacturer’s Specifications (ADS
Duraslot) for a 1.75-inch slotted underdrain. Their methodologies reference the Federal Highway
Administration’s conclusion that “for inlets as narrow as one inch wide virtually all of a flow (0.04 cfs
per foot of inlet) could be intercepted under most design conditions.” These results are published in
FHWA Report No. FHWA-RD-79-106. Based on this analysis, the 20 foot wide slotted drain would have
capacity of 0.8 cfs. Which is greater that the calculated peak flow from the 100-year storm event (0.7 cfs).
Additionally, the proposed slotted drain on the driveway to Parcel 1 would have the capacity to intercept
0.48 cfs (0.04 time 12 feet). The anticipated peak flow rate contributed to this inlet is less that 0.1 cfs,
thus the slotted drain should have capacity to intercept all flows from the proposed concrete driveway.
Curb Outlet Capacity
The capacity of all three proposed curb outlets was also analyzed as part of this report. For this analysis, a
normal depth calculation was performed assuming a rectangular channel with a maximum depth of 3
inches. The calculations were performed using Hydraulic Toolbox v4.2, developed by the FHWA. The
program performs a normal depth calculation utilizing Manning’s Equation, given flow rate, Manning’s
Roughness value, channel slope, and channel cross-sectional geometry. The output from the program is
provided as an appendix to this report.
Node Flow (cfs) Depth (ft) Velocity (ft/s)
105-115 0.82 0.09 5.2*
114 0.58 0.07 2.7
120 0.47 0.06 2.5
* Velocity from AES analysis
25
SUMMARY
Based on the hydrology calculations performed in this report, no significant increases to peak 100-year
runoff flow rates is anticipated. In both pre-project and post-project conditions, the peak flow rate
calculated from the Rational Method analysis is 1.8 cfs. The increased length of flow due to on-site
swales and storm drain system, along with the proposed BMPs that provided flow attenuation volume
mitigate any increases in peak flow rates associated with the impervious areas from the future land uses.
Additionally, the proposed slotted drains are sized appropriately in order to collect and direct all runoff
from the proposed concrete driveways from the 100-year storm event into the adjacent BMPs. Overall, no
adverse impacts to downstream storm drain facilities or receiving bodies is anticipated as a result of this
development.
APPENDIX A
HYDROLOGIC SOILS GROUP MAP
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
San Diego County
Area, CaliforniaNatural
Resources
Conservation
Service
August 27, 2018
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
San Diego County Area, California.................................................................13
LeD2—Las Flores loamy fine sand, 9 to 15 percent slopes, eroded...........13
References............................................................................................................15
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
36679903668000366801036680203668030366804036680503668060366807036680803668090366810036681103667990366800036680103668020366803036680403668050366806036680703668080366809036681003668110471740 471750 471760 471770 471780 471790 471800 471810 471820 471830
471740 471750 471760 471770 471780 471790 471800 471810 471820 471830
33° 9' 5'' N 117° 18' 11'' W33° 9' 5'' N117° 18' 7'' W33° 9' 0'' N
117° 18' 11'' W33° 9' 0'' N
117° 18' 7'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 30 60 120 180
Feet
0 5 10 20 30
Meters
Map Scale: 1:626 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: San Diego County Area, California
Survey Area Data: Version 12, Sep 13, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 3, 2014—Nov
22, 2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
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Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
LeD2 Las Flores loamy fine sand, 9 to
15 percent slopes, eroded
1.0 100.0%
Totals for Area of Interest 1.0 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
Custom Soil Resource Report
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An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
12
San Diego County Area, California
LeD2—Las Flores loamy fine sand, 9 to 15 percent slopes, eroded
Map Unit Setting
National map unit symbol: hbdc
Elevation: 700 feet
Mean annual precipitation: 12 inches
Mean annual air temperature: 61 degrees F
Frost-free period: 300 to 340 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Las flores and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Las Flores
Setting
Landform: Hillslopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from siliceous calcareous sandstone
Typical profile
H1 - 0 to 14 inches: loamy fine sand
H2 - 14 to 22 inches: sandy clay, clay
H2 - 14 to 22 inches: sandy clay, clay
H3 - 22 to 38 inches: loamy coarse sand
H3 - 22 to 38 inches: weathered bedrock
H4 - 38 to 48 inches:
H5 - 48 to 52 inches:
Properties and qualities
Slope: 9 to 15 percent
Depth to restrictive feature: About 14 inches to abrupt textural change; About 14
inches to natric; 40 to 60 inches to paralithic bedrock
Natural drainage class: Moderately well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 30.0
Available water storage in profile: Very low (about 1.3 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: D
Ecological site: CLAYPAN (1975) (R019XD061CA)
Custom Soil Resource Report
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Hydric soil rating: No
Minor Components
Diablo
Percent of map unit: 5 percent
Hydric soil rating: No
Huerhuero
Percent of map unit: 5 percent
Hydric soil rating: No
Linne
Percent of map unit: 5 percent
Hydric soil rating: No
Custom Soil Resource Report
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References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
15
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
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APPENDIX B
RUNOFF COEFFICIENT
San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient “C” Soil TypeNRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0*0.200.250.300.35Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoffcoefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the areais located in Cleveland National Forest).DU/A = dwelling units per acreNRCS = National Resources Conservation Service3-6Pre-DevPost-Dev
APPENDIX C
100-YEAR, 6-HOUR PRECIPITATION
APPENDIX D
100-YEAR, 24-HOUR PRECIPITATION
APPENDIX E
100-YEAR INTENSITY-DURATION DESIGN CHART
APPENDIX F
PRE DEVELOPMENT AND POST DEVELOPMENT HYDROLOGY MAP
L NDMARKC O N S U L T I N GPlanning Engineering Surveying9555 Genesee Avenue, Suite 200San Diego, CA 92121, (858) 587-8070
L NDMARK
C O N S U L T I N GPlanning Engineering Surveying9555 Genesee Avenue, Suite 200San Diego, CA 92121, (858) 587-8070
APPENDIX G
HYDRAFLOW DETENTION CALCULATIONS
Hydrograph Summary Report
1
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Manual 0.500 11 253 726 ------ ------ ------ Basin 2 (Node 103)
2 Reservoir 0.436 11 253 621 1 98.47 151 <no description>
3 Manual 0.500 9 252 594 ------ ------ ------ Basin 3 (Node 108)
4 Reservoir 0.416 9 252 495 3 94.87 138 <no description>
5 Manual 0.700 5 245 570 ------ ------ ------ Basin 5 (Node 114)
6 Reservoir 0.584 5 245 433 5 82.16 176 <no description>
7 Manual 0.530 9 252 718 ------ ------ ------ Basin 4 (Node 120)
8 Reservoir 0.466 9 252 526 7 83.37 241 <no description>
222-1 Flood Routing.gpw Return Period: 100 Year Monday, 08 / 27 / 2018
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 27 / 2018
Hyd. No. 1
Basin 2 (Node 103)
Hydrograph type = Manual Peak discharge = 0.500 cfs
Storm frequency = 100 yrs Time to peak = 253 min
Time interval = 11 min Hyd. volume = 726 cuft
2
0 121 242 363
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
Basin 2 (Node 103)
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 27 / 2018
Hyd. No. 2
<no description>
Hydrograph type = Reservoir Peak discharge = 0.436 cfs
Storm frequency = 100 yrs Time to peak = 253 min
Time interval = 11 min Hyd. volume = 621 cuft
Inflow hyd. No. = 1 - Basin 2 (Node 103) Max. Elevation = 98.47 ft
Reservoir name = BF-1A Max. Storage = 151 cuft
Storage Indication method used.
3
0 121 242 363
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
<no description>
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1 Total storage used = 151 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 27 / 2018
Hyd. No. 3
Basin 3 (Node 108)
Hydrograph type = Manual Peak discharge = 0.500 cfs
Storm frequency = 100 yrs Time to peak = 252 min
Time interval = 9 min Hyd. volume = 594 cuft
4
0 81 162 243 324
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
Basin 3 (Node 108)
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 27 / 2018
Hyd. No. 4
<no description>
Hydrograph type = Reservoir Peak discharge = 0.416 cfs
Storm frequency = 100 yrs Time to peak = 252 min
Time interval = 9 min Hyd. volume = 495 cuft
Inflow hyd. No. = 3 - Basin 3 (Node 108) Max. Elevation = 94.87 ft
Reservoir name = BF-1B Max. Storage = 138 cuft
Storage Indication method used.
5
0 81 162 243 324
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
<no description>
Hyd. No. 4 -- 100 Year
Hyd No. 4 Hyd No. 3 Total storage used = 138 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 27 / 2018
Hyd. No. 5
Basin 5 (Node 114)
Hydrograph type = Manual Peak discharge = 0.700 cfs
Storm frequency = 100 yrs Time to peak = 245 min
Time interval = 5 min Hyd. volume = 570 cuft
6
0 25 50 75 100 125 150 175 200 225 250 275
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
Basin 5 (Node 114)
Hyd. No. 5 -- 100 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 27 / 2018
Hyd. No. 6
<no description>
Hydrograph type = Reservoir Peak discharge = 0.584 cfs
Storm frequency = 100 yrs Time to peak = 245 min
Time interval = 5 min Hyd. volume = 433 cuft
Inflow hyd. No. = 5 - Basin 5 (Node 114) Max. Elevation = 82.16 ft
Reservoir name = INF-2B Max. Storage = 176 cuft
Storage Indication method used.
7
0 25 50 75 100 125 150 175 200 225 250 275
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
<no description>
Hyd. No. 6 -- 100 Year
Hyd No. 6 Hyd No. 5 Total storage used = 176 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 27 / 2018
Hyd. No. 7
Basin 4 (Node 120)
Hydrograph type = Manual Peak discharge = 0.530 cfs
Storm frequency = 100 yrs Time to peak = 252 min
Time interval = 9 min Hyd. volume = 718 cuft
8
0 81 162 243 324
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
Basin 4 (Node 120)
Hyd. No. 7 -- 100 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 27 / 2018
Hyd. No. 8
<no description>
Hydrograph type = Reservoir Peak discharge = 0.466 cfs
Storm frequency = 100 yrs Time to peak = 252 min
Time interval = 9 min Hyd. volume = 526 cuft
Inflow hyd. No. = 7 - Basin 4 (Node 120) Max. Elevation = 83.37 ft
Reservoir name = INF-2A Max. Storage = 241 cuft
Storage Indication method used.
9
0 81 162 243 324
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
<no description>
Hyd. No. 8 -- 100 Year
Hyd No. 8 Hyd No. 7 Total storage used = 241 cuft
APPENDIX H
HYDRAULIC TOOLBOX CURB OUTLET CALCULATIONS
Hydraulic Analysis Report
Project Data
Project Title: 222-1 Curb Outlets
Designer:
Project Date: Monday, August 27, 2018
Project Units: U.S. Customary Units
Notes:
Channel Analysis: Nodes 105-115
Notes:
Input Parameters
Channel Type: Rectangular
Channel Width: 3.0000 ft
Longitudinal Slope: 0.0200 ft/ft
Manning's n: 0.0130
Flow: 0.8200 cfs
Result Parameters
Depth: 0.0883 ft
Area of Flow: 0.2648 ft^2
Wetted Perimeter: 3.1765 ft
Hydraulic Radius: 0.0834 ft
Average Velocity: 3.0971 ft/s
Top Width: 3.0000 ft
Froude Number: 1.8372
Critical Depth: 0.1324 ft
Critical Velocity: 2.0647 ft/s
Critical Slope: 0.0054 ft/ft
Critical Top Width: 3.00 ft
Calculated Max Shear Stress: 0.1101 lb/ft^2
Calculated Avg Shear Stress: 0.1040 lb/ft^2
Channel Analysis: Node 114
Notes:
Input Parameters
Channel Type: Rectangular
Channel Width: 3.0000 ft
Longitudinal Slope: 0.0200 ft/ft
Manning's n: 0.0130
Flow: 0.5800 cfs
Result Parameters
Depth: 0.0715 ft
Area of Flow: 0.2144 ft^2
Wetted Perimeter: 3.1430 ft
Hydraulic Radius: 0.0682 ft
Average Velocity: 2.7048 ft/s
Top Width: 3.0000 ft
Froude Number: 1.7828
Critical Depth: 0.1051 ft
Critical Velocity: 1.8396 ft/s
Critical Slope: 0.0057 ft/ft
Critical Top Width: 3.00 ft
Calculated Max Shear Stress: 0.0892 lb/ft^2
Calculated Avg Shear Stress: 0.0851 lb/ft^2
Channel Analysis: Node 120
Notes:
Input Parameters
Channel Type: Rectangular
Channel Width: 3.0000 ft
Longitudinal Slope: 0.0200 ft/ft
Manning's n: 0.0130
Flow: 0.4700 cfs
Result Parameters
Depth: 0.0626 ft
Area of Flow: 0.1878 ft^2
Wetted Perimeter: 3.1252 ft
Hydraulic Radius: 0.0601 ft
Average Velocity: 2.5027 ft/s
Top Width: 3.0000 ft
Froude Number: 1.7628
Critical Depth: 0.0913 ft
Critical Velocity: 1.7151 ft/s
Critical Slope: 0.0059 ft/ft
Critical Top Width: 3.00 ft
Calculated Max Shear Stress: 0.0781 lb/ft^2
Calculated Avg Shear Stress: 0.0750 lb/ft^2