HomeMy WebLinkAboutPD 2019-0032; GOERTZEN RESIDENCE; HYDROLOGY STUDY; 2020-02-27--
-.. -------
-------
-
-.. -------------
HYDROLOGY STUDY
FOR
GRADING PERMIT
LOT 84 -EL FUERTE STREET
GOERTZEN RESIDENCE
PD2019-0032
GR2019-0039
DWG520-8A
CITY OF CARLSBAD, CA
PREPARED FOR:
1731 THOMAS LLC
PO BOX 91335
SAN DIEGO, CA 92169
PH: (858) 449-8419
PREPARED BY:
PASCO LARET SUITER & ASSOCIATES, INC.
535 N. HIGHWAY 101, SUITE A
SOLANA BEACH, CA 92075
PH: (858) 259-8212
Prepared: February 27, 2020
TER G. LAWSON, RCE 80356 DATE
,,.. .. '~~;. ~";1~. ·.·,'
+-' C
.L..
~
CtS
CD
Cl)
CtS ..c.
.Q
~
-..
-
-------
--------.. -
----.. ----
----
Executive Summary
Introduction
Existing Conditions
Proposed Project
Conclusions
References
Methodology
Introduction
TABLE OF CONTENTS
County of San Diego Criteria
Runoff Coefficient Determination
Hydrology & Hydraulic Model Output
Pre-Developed Hydrologic Calculations (100-Year Event)
Post-Developed Hydrologic Calculations (100-Year Event)
Detention Analysis (100-Year Event)
Appendix A -Supporting Materials
Isopluvial Maps
Runoff Coefficients
Hydrologic Soil Group -USDA Web Soil Survey
Curb Outlet Capacity Calculation
Pre-Development Hydrology Node Map
Post-Development Hydrology Node Map
HEC-HMS Materials and Results
SECTION
1.0
1.1
1.2
1.3
1.4
1.5
2.0
2.1
2.2
2.3
3.0
3.1
3.2
3.3
------
----
--------
---------------
PLSA 3104
1.0 EXECUTIVE SUMMARY
1.1 Introduction
This Hydrology Study for the proposed development of Lot 84, Map 8302, on El Fuerte
Street in the city of Carlsbad has been prepared to analyze the hydrologic and hydraulic
characteristics of the existing and proposed project site. This report intends to present
both the methodology and the calculations used for determining the runoff from the
project site in both the pre-developed ( existing) conditions and the post-developed
(proposed) conditions produced by the 100-year, 6-hour storm.
1.2 Existing Conditions
The subject property is in the northwestern comer of the intersection of El Fuerte Street
and Acuna Court, in the City of Carlsbad. The site is bound by existing single-family
residential development to the north and west, and the previously mentioned public
roads; El Fuerte to the south and Acuna Court to the east. The existing site consists of
primarily undisturbed natural terrain including trees, low shrub vegetation and bare soil.
The existing site can be categorized into one drainage basin, and primarily drains from
the northeast to the southwest comer of the site. Ultimately, storm water discharges out
to El Fuerte Street through a modified 2' wide curb outlet. A concrete brow ditch is
located near the site's southern property line and conveys storm water from east to west
until reaching the curb outlet in the southwest comer of the property. The existing
drainage basin has an approximate area of 0.64 acres and is approximately 0%
impervious. Per the Web Soil Survey application available through the United States
Department of Agriculture, the basin is generally categorized to have group D soils.
Based on the existing impervious area, a pre-development runoff coefficient of 0.35 was
calculated using the methodology described in section 3.1.2 of the San Diego County
Hydrology Manual and the formula provided therein. Using the Rational Method
Procedure outlined in the San Diego County Hydrology Manual, a peak flow rate and
time of concentration were calculated for a 100-year, 6-hour storm event. For the
existing drainage basin, the peak flow rate for the 100-year, 6-hour storm was determined
to be 1.48 cfs at the point of discharge from the site with a time of concentration of 5.0
minutes. Refer to pre-development hydrology calculations included in Section 3 .1 of this
report for a detailed analysis of the existing drainage basin, as well as a pre-development
hydrology node map included in Appendix A of this report for pre-development drainage
basin delineation and discharge locations.
1.3 Proposed Project
The proposed project includes the construction of a single-family residence with planned
hardscape and landscape improvement. A graded pad at elevation 371.3 and other
grading activities typical to residential development are also proposed as part of the
project. As in the pre-development conditions, the site will drain from northeast to
southwest. Drainage improvements will be constructed or installed onsite to facilitate the
Page 1 ofll
-
---------.... ----------
---.. -------
---
PLSA 3104
routing of storm water across the project area. Existing and proposed concrete brow
ditches will border the northern, western, and southern property lines. The brow ditches
will collect storm water from adjacent slopes and convey the runoff to a proposed curb
outlet located near the southwest comer of the site. The graded pad will contain a series
of 12"x12" Brooks Box catch basin that will collect and convey storm water to the
southwest through 6" PVC drainpipes and into an onsite BMP biofiltration basin. The
basin will detain and treat storm water collected from the graded pad. Also incorporated
in the design of the basin is installation of an 18"x 18" Brooks Box outlet structure. The
grate elevation at the top of the structure will be approximately 1 0" above the finished
grade elevation of the basin to allow for ponding. Treated water that is filtered through
the basin will be collected in 3" perforated pipes that lay at the bottom of the basin and
will route water into the Brooks Box. A 1" orifice and orifice plate will be installed
inside the outlet structure restricting flow as it enters the box from collected water in the
3" perforated pipes. The orifice will serve as a method for mitigating storm water flows
in the developed condition to less than the 1.48 cfs peak flow calculated in the
predeveloped condition of the site. Runoff reaching the basin during larger events will
bypass the detention, and flow through the grate at the top of the 18"x 18" Brooks Box.
Ultimately water will be conveyed out of the structure through a 6" PVC drainpipe which
will connect to the existing brow ditch to the south and reach the proposed curb outlet.
In an effort to comply with the City of Carlsbad storm water standards, the proposed site
has incorporated LID design techniques to optimize the site layout. Runoff from
proposed roofs and hardscape areas will be directed to landscaped areas for drainage
dispersion during low intensity events prior to entering the onsite biofiltration basin.
The drainage basin in the post-development condition has an approximate area of 0.65
acres and is approximately 30% impervious. Based on the existing impervious area, a
post-development runoff coefficient of 0.52 was calculated. Using the Rational Method
Procedure outlined in the San Diego County Hydrology Manual, a peak flow rate and
time of concentration were calculated for a 100-year, 6-hour storm event. For the
existing drainage basin, the peak flow rate for the 100-year, 6-hour storm was determined
to be 2.23 cfs at the point of discharge from the site with a time of concentration of 5.0
minutes. Using HEC-HMS software to model mitigated flow through the 1" orifice, the
peak flow was determined to be 0.9 cfs. Refer to post-development hydrology
calculations included in Section 3.2 of this report for a detailed analysis of the proposed
drainage basin. Reference Appendix A of this report for a delineation of the post-
development drainage basin, hydro logic node map, capacity calculations of the proposed
2' wide curb outlet, and HEC-HMS materials and results.
1.4 Conclusions
Based upon the analysis included in this report, there is a decrease of 0.58 cfs in
mitigated peak runoff and an increase of 1,038 cubic feet of storm water volume as a
result of the proposed development. An onsite biofiltration BMP will provide mitigation
techniques for both the volume detention and treatment of the increased storm water.
After onsite mitigation, like in the existing condition, the developed site will discharge
Page 2 of 11
----... -
--
-
-
..
-----
----------------
PLSA 3104
onto El Fuerte Street and into the existing public drainage system. The proposed project
will not negatively affect downstream facilities since the overall peak volume will be
detained onsite and the mitigated peak flow will be less than the peak flow in the pre-
development condition. It is my professional opinion that the proposed design properly
attenuates runoff from the property and adequately intercepts, contains and conveys the
runoff to mimic the historic drainage conditions.
Page 3 of 11
-.. ---------.. --------------------------
PLSA 3104
1.5 References
"San Diego County Hydrology Manual", revised June 2003, County of San Diego,
Department of Public Works, Flood Control Section.
"San Diego County Hydraulic Design Manual", revised October 2012, County of San
Diego, Department of Public Works, Flood Control Section
"Model BMP Design Manual San Diego Region", adopted June 27, 2015, San Diego
Region
"Low Impact Development Handbook-Stormwater Management Strategies", revised
July 2014, County of San Diego, Department of Public Works
Soil Survey Staff, Natural Resources Conservation Service, United States Department of
Agriculture. Web Soil Survey. Available online at http://websoilsurvey.nrcs.usda.gov.
Accessed July 20, 2015
Page 4 of 11
---------
----------.. ----------------
PLSA 3104
2.0 METHODOLOGY
2.1 Introduction
The hydrologic model used to perform the hydrologic analysis presented in this report
utilizes the Rational Method (RM) equation, Q=CIA. The RM formula estimates the
peak rate of runoff based on the variables of area, runoff coefficient, and rainfall
intensity. The rainfall intensity (I) is equal to:
1 = 7.44 x P6 x o-0·645
Where:
I = Intensity (in/hr)
P6 = 6-hour precipitation (inches)
D = duration (minutes -use Tc)
Using the Time of Concentration (Tc), which is the time required for a given element of
water that originates at the most remote point of the basin being analyzed to reach the
point at which the runoff from the basin is being analyzed. The RM equation determines
the storm water runoff rate (Q) for a given basin in terms of flow (typically in cubic feet
per second (cfs) but sometimes as gallons per minute (gpm)). The RM equation is as
follows:
Where:
Q=CIA
Q = flow (in cfs)
C = runoff coefficient, ratio of rainfall that produces storm water
runoff (runoff vs. infiltration/evaporation/absorption/etc)
I= average rainfall intensity for a duration equal to the Tc for the
area, in inches per hour.
A = drainage area contributing to the basin in acres.
The RM equation assumes that the storm event being analyzed delivers precipitation to
the entire basin uniformly, and therefore the peak discharge rate will occur when a
raindrop that falls at the most remote portion of the basin arrives at the point of analysis.
The RM also assumes that the fraction of rainfall that becomes runoff or the runoff
coefficient C is not affected by the storm intensity, I, or the precipitation zone number.
Page 5 ofll
----
----
-
--------------------------
PLSA 3104
2.2 County of San Diego Criteria
As defined by the County Hydrology Manual dated June 2003, the rational method is the
preferred equation for determining the hydrologic characteristics of basins up to
approximately one square mile in size. The County of San Diego has developed its own
tables, nomographs, and methodologies for analyzing storm water runoff for areas within
the county. The County has also developed precipitation isopluvial contour maps that
show even lines of rainfall anticipated from a given storm event (i.e. 100-year, 6-hour
storm).
One of the variables of the RM equation is the runoff coefficient, C. The runoff
coefficient is dependent only upon land use and soil type and the County of San Diego
has developed a table of Runoff Coefficients for Urban Areas to be applied to basin
located within the County of San Diego. The table categorizes the land use, the
associated development density ( dwelling units per acre) and the percentage of
impervious area. Each of the categories listed has an associated runoff coefficient, C, for
each soil type class.
The County has also illustrated in detail the methodology for determining the time of
concentration, in particular the initial time of concentration. The County has adopted the
Federal Aviation Agency's (FAA) overland time of flow equation. This equation
essentially limits the flow path length for the initial time of concentration to lengths under
100 feet, and is dependent on land use and slope. The time of concentration minimum is
5 minutes per the County of San Diego requirements.
2.3 Runoff Coefficient Determination
As stated in section 2.2, the runoff coefficient is dependent only upon land use and soil
type and the County of San Diego has developed a table of Runoff Coefficients for Urban
Areas to be applied to basin located within the County of San Diego. The table, included
at the end of this section, categorizes the land use, the associated development density
( dwelling units per acre) and the percentage of impervious area.
Page 6 of 11
-.. -
--------------------------.. -------
3.0 HYDROLOGY MODEL OUTPUT
3.1 Pre-Developed Hydrologic Model Output (100-Year Event)
Pre-Development:
Q=CIA
Basin A
Total Area= 27,725 sf-+ 0.64 Acres
Impervious Area= 0 sf-+ 0.00 Acres
Pervious Area = 27,725 sf-+ 0.64 Acres
Cn, Weighted Runoff Coefficient
-0.35, Cn value for natural ground, Type D soils
* Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2
-0.9, C value for developed/ impervious surface
* Per SDHDM Section 3.1.2
Cn = 0.9 x 0 sf+ 0.35 x 27.725 sf= 0.35
27,725 sf
Tc = 5.0 Min (min.)
P6= 2.5
1 = 7.44 x P6 x D-0·645
I= 7.44 X 2.5 X 5.o-0·645 :::::: 6.59 in/hr
1100:::::: 6.59 in/hr
Q100 = 0.64 x 6.59 in/hr x 0.35 Ac = 1.48 cfs
PLSA 3104
Page 7 of 11
--------.. ---------
------------------
3.2 Post-Developed Hydrologic Model Output (100-Year Event)
Post-Development {without considering BMP treatment):
Q=CIA
Basin A
Total Area = 28,248 sf.+ 0.65 Acres
Impervious Area= 8,533 sf.+ 0.20 Acres
Pervious Area= 19,715 sf.+ 0.45 Acres
Cn, Weighted Runoff Coefficient
-0.35, Cn value for natural ground, Type D soils
PLSA 3104
* Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2
-0.9, C value for developed/ impervious surface
* Per SDHDM Section 3.1.2
Cn = 0.9 x 8,533 sf+ 0.35 x 19,715 sf= 0.52
28,248 sf
Tc= 5.0 Min {min.)
P6= 2.5
1 = 7.44 x P6 x D-0·645
I= 7.44 X 2.5 X 5.o-0·645 ;:::: 6.59 in/hr
l100;:::: 6.59 in/hr
Q100 = 0.52 x 6.59 in/hr x 0.65 Ac = 2.23 cfs
Pre-Development vs. Post-Development (Discharge Leaving Site):
Pre-Development
Q100 = 1.48 cfs
Post-Development (Mitigated)
.,Qu11> = 0.9 cfs
Delta
-0.58 cfs
Page 8 of 11
--------------------------------------
PLSA 3104
3.3 Detention Analysis (100-Year Event)
The biofiltration basin provides pollutant control as well as mitigation of the 100-year, 6-
hour storm event peak flow rate. The 100-year storm event detention analysis was
performed using the County of San Diego Hydrology Manual and Equation 6-1 provided
therein.
Based on the results of the detention analysis, the biofiltration facilities provide
mitigation for the 100-year, 6-hour storm event by detaining the difference in volume
generated as a result of the proposed development when compared to pre-development
conditions. The total volume produced by the 100-year, 6-hour storm event for drainage
Basin A in the proposed condition is 3,060 cubic feet, compared to 2,022 cubic feet in the
pre-project condition. The biofiltration basin provides a total of 1,098 cubic feet of
volume on the surface and in the engineered soil / gravel layers, which is sufficient to
mitigate for the increase in impervious area. Refer to Section 3.3.1 below for
calculations used to substantiate this analysis.
3.3.1 Detention Volume Calculations (100-Year Event)
Pre-Development: 100-Y ear Event (Basin A)
Volume= C x P6 x A -Per SDCHM
Volume= 0.35 x (2.5 in x 1 ft/ 12 in) x (27,725 sf)= 2,022 CF
Post-Development: 100-Year Event (Basin A)
Volume= C x P6 x A -Per SDCHM
Volume= 0.52 x (2.5 in x 1 ft/ 12 in) x (28,248 sf)= 3,060 CF
Required Detention Volume = Total Post-Development-Total Pre-Development
= Post-Basin A-Pre-Basin A
= 3,060 CF -2,022 CF = 1,038 CF
Total Detention Volume Provided= 1,098* CF 2'. 1,038 CF ➔ Therefore, OK
*See "Stage Storage & Stage Discharge Relationship for BMP-1" table provided in the
HEC-HMS materials and results of Appendix A.
Page 9 of 11
--PLSA 3104 --4.0 APPENDIX A -SUPPORTING MATERIALS -------
------------------------Page 10 of 11 --
0 ("') 0 ,.._ .... ....
ro 0 .... 0 0 ,.._ 0 ,.._
'!"" .... ....
ro
'V 0 <O .... ....
c ("')
(0 .... .....
ro .....
0 <O ..... .....
3303,0'-'--;;:0~r::..:._a.:....:.n~g:::._e-fl====;::.:==a?,------+----------!-------_J_--------1--------L---County ,.··
33°00'
32°45'
32°30'
0 ("') 0 ,.._ .....
'·· '
/
ro ..... 0 ,.._ ..... .....
0 0 ~ .....
R1verside County
•\. • r' . .
. .......... -.......... \ . .., ..
-<-.
.. -. "' ..
, ,
{ "S' ··-13· .. · .. -....... -~
~
ro 'V 0 <O ..... .....
' ' ' . . ' '
:s.rf C(?UNiY .. .,: . . .... ' , . ' .. ' . . ' i ~
"·'-.. Q . .. . ' . . . ',, .. .
.. •• .... "• ..... #
\ \ ... .. .... .. ...
', .... ..
•, ........... ..
. ,
...... --... . . .
... ···•'
M e X C
0 ("')
0 <O ..... .....
' ' ' . .
. . . . . . . . . . . .
. . .
' ' ' . . .
' .
....... ," ......
~~~-..,;;;::::~---' .......
ro .....
(0 ..... .....
33°30'
3°00'
3
-0 CD
2°45'
32°30'
County of San Diego
Hydrology Manual
Rainfall lsopluvials
100 Year Rainfall Event -6 Hours
lsopluvial (inches)
DPW
~GIS
Dtortr."lf'<n -,I P:J!k W,rt.;1 ~.,_ ...... !•"O'T""'"' S7v;i.:;(,,.
s1lG1s
W't Hav~ San Diego CM<:rc<l!
THIS MAP IS PROVIDED WITHOUT WARRANTY Of' ANY KIND. EITHER EXPRESS
OR IMPLIED. INCLUDING, BUT NOT LIMITED TO, niE IMPLIED WARRANTIES
OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE.
Copyright SanGIS. AJI Rights Reserved.
This products may contatn infom\ation from the SANOAG Regional
Information System wNch cannoc be reproduced wi1hout the
written permisskln of SANOAG.
This product may contain informaUon which has been reproduced with
pennission granted by Thomas Brother& Maps.
Miles
' I • j t I • J ' •
San Diego County Hydrology Manual
Date: June 2003
• i • j 4 I I • i I i j l i
Section:
Page:
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient "C"
Soil Type
NRCS Elements Coun Elements %IMPER. A B
Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25
Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32
Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38
Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41
Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45
Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51
Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54
Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58
High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67
High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77
Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77
Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80
Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84
Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84
Commercial/Industrial General I. General Industrial 95 0.87 0.87
C
0.30
0.36
0.42
0.45
0.48
0.54
0.57
0.60
0.69
0.78
0.78
0.81
0.84
0.84
0.87
.. .
3
6 of26
D
0.35
0.41
0.46
0.49
0.52
0.57
0.60
0.63
0.71
0.79
0.79
0.82
0.85
0.85
0.87
l I
*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 runoff
coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever ( e.g., the area
is located in Cleveland National Forest).
DU/A= dwelling units per acre
NRCS = National Resources Conservation Service
3-6
l •
~ Hydrologic Soil Group-San Diego County Area, California ~
:R 1-l s s s s
476770 476700 476700 47600) 476810 4766:!J 4768:ll 476840 47!1850 4761m 478870
3JO S'SS"N 33"5'55"N
I I
I I
I I
I I
I I
0 i
0 I
I I
a! i
a! j
!il !il
i i
fi2 j
I 9 j
fil fil ~ ~
I ~ j
i;i i;i
j j
33" S'SO"N 33" S'SO"N
476700 476770 476700 476700 47600) 476810 4766:!J 4768:ll 476840 47!1850 4761m 478870
~ ~
:R Map Scale: 1:720 if printEd on A portrait (8.5" X 11") sheet. ~ s Metes s s N 0 10 20 «) 00 s ~ Feet
0 35 70 1-40 210
Map projection: Web Mert:ator Comer cxxxdinares: WGS84 Edge tlcs: VTM ZOOe llN WGS84
USDA Natural Resources Web Soil Survey 8/16/2019 --Conservation Service National Cooperative Soil Survey Page 1 of 4
Hydrologic Soil Group-San Diego County Area, California
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
D A
D ND
D B
D BID
D C
D CID
D D
D Not rated or not available
Soil Rating Lines
.....,. A
.....,. ND
.....,. B
.....,. BID -C
.....,. CID
.....,. D
~ ,. Not rated or not available
Soil Rating Points
■ A
■ ND
■ B
■ BID
us~ Natural Resources
-tiiii Conservation Service
D C
■ CID
■ D
□ Not rated or not available
Water Features
Streams and Canals
Transportation
+++ Rails
__, Interstate Highways
,..., US Routes
Major Roads
Local Roads
Background
• Aerial Photography
Web Soil Survey
National Cooperative Soil Survey
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 13, Sep 12, 2018
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.
8/16/2019
Page 2 of 4
----------
---------------------------
Hydrologic Soil Group-San Diego County Area, California
Hydrologic Soil Group
Map unit symbol Map unit name Rating AcresinAOI Percent of AOI
ExE Exchequer rocky silt D 1.3
I loam, 9 to 30 percent
slopes I
! Totals for Area of Interest 1.3 I
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (ND, 8/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (ND, 8/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
USDA Natural Resources
::iliiiili Conservation Service
Web Soil Survey
National Cooperative Soil Survey
100.0%
I
100.0% 1
8/16/2019
Page 3 of4
-
-Hydrologic Soil Group-San Diego County Area, California ----------------------.. --------
----
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
USDA Natural Resources
aiii Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/16/2019
Page 4 of4
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
POST-DEVELOPEMENT EL FUERTE CURB OUTLET, 100YR-6HR
Rectangular
Bottom Width (ft)
Total Depth (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q ( cfs)
Elev (ft)
349.00
= 3.00 = 0.25
= 348.30 = 7.70 = 0.013
Known Q
= 2.20
------
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
Section
-·-----
Monday, Oct 21 2019
= 0.11 = 2.200
= 0.33 = 6.67 = 3.22 = 0.25 = 3.00 = 0.80
Depth (ft)
348.75 --+----+-----+------+-----+-----+------+-----l------f--0.45
348.50 --+------+----+------+----+-----+------+------1-----1--0.20
348.25 --+----+----+------+----+----+------+----+-----~ -0.05
,_ -------1--
--------------
348.00 --'------'-----.J..__ __ --L... ___ --'--___ .__ __ __,_ ___ _,__ ___ L.._ -0.30
0 .5 1.5 2 2.5 3 3.5 4
Reach (ft)
___ N66"38'30"E 156_.14_' __
BAS/NA /
AREA = 27,725 SF /
I
NODE 1.1
ELEV=348.3
Q100=1.48 CFS
N 65"47'30" E 47.23'
EL FUERTE ST.
Cn=0.35 /
/
/
-Ll=~:zo-:----
R=634.00' L=/18.73'
I
/
I
I
I
\
\
\
)
NODE 1.0
E(EV=378.6
\
\
\
\
\
\
\
\
\
\
\
\
\
\
\
\
\
I
I
I
I
I
~~;;; ~~~ rt
I
I
\
\\
:-1
\
I
I
PRE-DEVELOPEMENT
HYDROLOGIC NODE MAP
LOT 84-EL FUERTE STREET
LEGEND
PROPER1YBOUNDARY
CENTERLINE OF ROAD
ADJACENT PROPER1Y LINE
RIGHT-OF-WAY
PROPOSED CONTOUR LINE
PATHOFTRAVEL · ··-···-···-·
DRAINAGE BASIN BOUNDARY
BASIN A AREA CALCULATIONS
TOTAL BASIN AREA
IMPERVIOUS AREA
PERVIOUSAREA
% IMPERVIOUS
Cn
27,725 SF
OSF
27,725 SF
0%
0.35
PASCO LARET SUITER
& ASSOCIATES
CIVIL ENGINEERING+ LAND PLANNING+ LAND SURVEYING
535 North Highway Hll, Ste A, Solana Beach, CA 921175
ph 858.2591.8212 I fx 858.259.4812 I plsaengineering.com
~ .
I //.
/
/
',(/
/ \"
\ \
\
' \ BA ,,,,
NODE 1.1
ELEV=348.3
Q100=0.9 CFS
(MITIGATED)
AREA = 28,248 SF
Cn =0.52
N 65'4r30" E 47.23'
EL FUERTE ST.
--
\
\
\
c\
\
\
I
I
j
I
I
~~~ ~~~ r!
I
I
I
J
I
I
\I
C)
I :-1
\
I
I
POST-DEVELOPEMENT
HYDROLOGIC NODE MAP
FG=:164.
LOT 84-EL FUERTE STREET
LEGEND
PROPERTY BOUNDARY
CENTERLINE OF ROAD
ADJACENT PROPERTY LINE
RIGHT-OF-WAY
PROPOSED CONTOUR LINE
PATH OF TRAVEL
DRAINAGE BASIN BOUNDARY
IMPERVIOUS AREA
GRADE LIMIT LINE
6" PVC DRAIN PIPE
----370----
PZT/ITIIIIZd
BASIN A AREA CALCULATIONS
TOTAL BASIN AREA
IMPERVIOUS AREA
PERVIOUSAREA
% IMPERVIOUS
Cn
3" PERFORATED PIPE WI FILTER
FABRIC PERFORAOONSATTHE
28,248 SF
8,533 SF
19,715 SF
30%
0.52
ROOTED. DENSE.
DROUGHT TOLERANT
PLANTING SUfTABLE FOR
I\ELL DRAINED SOIL
FG=366.7 '3·,1
18" MIN ENGINEERED
SOIL LAYER: SEE
NOTE BELOW
2"LAYEROF3!8'
WASHED PEA GRA~ --22" LAYER OF 314'
Ct.ENI CRUSHED
FG=371.3
~N
---6" PVC DRAINPIPE
WVERT~CE~@2'0.C.=7--
ROCK
OU7LET
DASHED LINE
REFRESENTS
EXISnNG GRADE
1' ORIFICE & ORIFICE PLATE TO
RESTRICT INFLOW FROM 3'
PERFORATED PIPE TO BROOKS BOX
NOTE: "ENGINEERED SOIL• LAYER SHALL BE MINIMUM 6"
DEEP ~y LOAM" SOIL MIX Wl7H NO MORE THAN 5% CLAY
CONTE/fl 7HE MIX SHALL CONTA!N 51}<lf)% SANO, 20-30%
COMPOST OR HARDIIDOO MULCH, AJID 20-30% TOP SOIL
BIOFILTRATION BASIN -TYPICAL DETAIL
NOTTO SCALE
PASCO LARET SUITER
& ASSOCIATES
CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING
535 North Highway 101, Ste A, Solana Beach, CA 92075
ph 858.259.8212 I fx 858.259.4812 I phaengineering.com
--PLSA 3104 --HEC-HMS INPUT MATERIALS AND RESULTS
---.. --.. -------
---
--
.. -
----Page 11 of 11 --
OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY ...
l DATE 2/18/2020
'r-eROGRAPH FILE NAME Text1
IME OF CONCENTRATION 5 MIN.
~UR RAINFALL 2.5 INCHES
P. N AREA 0.65 ACRES
L-JFF COEFFICIENT 0.52
EAK DISCHARGE 2.23 CFS
1r-: (MIN) = 0 DISCHARGE (CFS) = 0
I!~ (MIN) = 5 DISCHARGE (CFS) = 0.1
IMt::. (MIN)= 10 DISCHARGE (CFS)= 0.1
IME (MIN)= 15 DISCHARGE (CFS)= 0.1
11'1111: (MIN) = 20 DISCHARGE (CFS) = 0.1
Ir : (MIN) = 25 DISCHARGE (CFS) = 0.1
Illa (MIN) = 30 DISCHARGE (CFS) = 0.1
IME (MIN) = 35 DISCHARGE (CFS) = 0.1
I~ (MIN) = 40 DISCHARGE (CFS) = 0.1
II : (MIN) = 45 DISCHARGE (CFS) = 0.1
ir_: (MIN) = 50 DISCHARGE (CFS) = 0.1
IME (MIN) = 55 DISCHARGE (CFS) = 0.1
IME (MIN) = 60 DISCHARGE (CFS) = 0.1 119. (MIN) = 65 DISCHARGE (CFS) = 0.1
II : (MIN) = 70 DISCHARGE (CFS) = 0.1
lifP! (MIN)= 75 DISCHARGE (CFS)= 0.1
IME (MIN) = 80 DISCHARGE (CFS) = 0.1
Ir.Ii (MIN) = 85 DISCHARGE (CFS) = 0.1
Ir : (MIN) = 90 DISCHARGE (CFS) = 0.1
1,..: (MIN) = 95 DISCHARGE (CFS) = 0.1
IME (MIN)= 100 DISCHARGE (CFS)= 0.1
lridf (MIN}= 105 DISCHARGE (CFS)= 0.1
1r-: (MIN)= 110 DISCHARGE (CFS)= 0.1
I~ (MIN)= 115 DISCHARGE (CFS)= 0.1
IME (MIN)= 120 DISCHARGE (CFS)= 0.1
IME (MIN)= 125 DISCHARGE (CFS)= 0.1
I~: (MIN)= 130 DISCHARGE (CFS)= 0.1
II : (MIN)= 135 DISCHARGE (CFS)= 0.1
I~ (MIN) = 140 DISCHARGE (CFS) = 0.1
IME (MIN) = 145 DISCHARGE (CFS) = 0.1
l!lili (MIN) = 150 DISCHARGE (CFS) = 0.1
II : (MIN)= 155 DISCHARGE (CFS)= 0.1
I~~ (MIN)= 160 DISCHARGE (CFS)= 0.1
IME (MIN)= 165 DISCHARGE (CFS)= 0.1
I~ (MIN)= 170 DISCHARGE (CFS)= 0.1
Ir"": (MIN) = 175 DISCHARGE (CFS) = 0.1
II : (MIN)= 180 DISCHARGE (CFS)= 0.1
I~ (MIN)= 185 DISCHARGE (CFS)= 0.1
IME (MIN)= 190 DISCHARGE (CFS)= 0.1
11'.aiit (MIN)= 195 DISCHARGE (CFS)= 0.1
II : (MIN) = 200 DISCHARGE (CFS) = 0.1
llil,i. (MIN) = 205 DISCHARGE (CFS) = 0.2
IME (MIN)= 210 DISCHARGE (CFS)= 0.2
ll'jli (MIN)= 215 DISCHARGE (CFS)= 0.2
II : (MIN) = 220 DISCHARGE (CFS)= 0.2 Ii._: (MIN) = 225 DISCHARGE (CFS)= 0.3
IME (MIN) = 230 DISCHARGE (CFS)= 0.3
IME (MIN) = 235 DISCHARGE (CFS)= 0.4
119": (MIN) = 240 DISCHARGE (CFS) = 0.6
II : (MIN) = 245 DISCHARGE (CFS)= 2.23
I~ (MIN) = 250 DISCHARGE (CFS)= 0.4
IME (MIN) = 255 DISCHARGE (CFS) = 0.2
ll'flk (MIN) = 260 DISCHARGE (CFS)= 0.2
II : (MIN) = 265 DISCHARGE (CFS)= 0.2
11-.: (MIN) = 270 DISCHARGE (CFS)= 0.1
IME (MIN) = 275 DISCHARGE (CFS)= 0.1
IME (MIN) = 280 DISCHARGE (CFS)= 0.1
I~ (MIN) = 285 DISCHARGE (CFS)= 0.1
II .: (MIN) = 290 DISCHARGE (CFS)= 0.1
I~ (MIN) = 295 DISCHARGE (CFS) = 0.1
IME (MIN) = 300 DISCHARGE (CFS) = 0.1 1• (MIN) = 305 DISCHARGE (CFS) = 0.1
II .: (MIN)= 310 DISCHARGE (CFS)= 0.1 1• (MIN)= 315 DISCHARGE (CFS)= 0.1
IME (MIN) = 320 DISCHARGE (CFS) = 0.1
I~ (MIN) = 325 DISCHARGE (CFS) = 0.1 1r (MIN) = 330 DISCHARGE (CFS) = 0.1
II._: (MIN) = 335 DISCHARGE (CFS)= 0.1
IME (MIN) = 340 DISCHARGE (CFS)= 0.1
IME (MIN) = 345 DISCHARGE (CFS) = 0.1
lfll': (MIN) = 350 DISCHARGE (CFS) = 0.1
II : (MIN) = 355 DISCHARGE (CFS) = 0.1 119'! (MIN) = 360 DISCHARGE (CFS) = 0.1
IME (MIN) = 365 DISCHARGE (CFS) = 0
Stage-Storage & Stage-Discharge Relationship for BMP-1
Discharge vs. Elevation Table
Orifice
No. of orif:
Dia:
Area:
Cg-low:
Basin Depth
(ft)
0.000
0.083
0.167
0.250
0.333
0.417
0.500
0.583
0.667
0.750
0.833
0.917
1.000
1.083
1.167
1.250
1.333
1.417
1.500
1.583
1.667
1.750
1.833
1.917
2.000
2.083
2.167
2.250
2.333
2.417
2.500
2.583
2.667
2.750
2.833
2.917
3.000
3.083
3.167
3.250
3.333
3.417
3.500
3.583
3.667
1,/t/
1"
0.0055 ft2
0.62
Clorifice
(cfs)
0.000
0.044
0.077
0.099
0.118
0.133
0.147
0.160
0.172
0.183
0.194
0.204
0.213
0.222
0.231
0.239
0.248
0.255
0.263
0.270
0.278
0.285
0.291
0.298
0.305
0.311
0.317
0.324
0.330
0.336
0.341
0.347
0.353
0.358
0.364
0.369
0.375
0.380
0.385
0.390
0.395
0.400
0.405
0.410
0.415
Basin Dimensions
Area:
Gravel Depth:
Soil Depth:
Total Subsurface Depth:
Volume
Basin Elev. (ft3)
363.500 0
363.583 15
363.667 30
363.750 45
363.833 60
363.917 75
364.000 90
364.083 105
364.167 120
364.250 135
364.333 150
364.417 165
364.500 180
364.583 195
364.667 210
364.750 225
364.833 240
364.917 255
365.000 270
365.083 285
365.1~7 300
365.250 315
365.333 330
365.417 345
365.500 360
365.583 368
365.667 375
365.750 383
365.833 390
365.917 398
366.000 405
366.083 413
366.167 420
366.250 428
366.333 435
366.417 443
366.500 450
366.583 458
366.667 465
366.750 473
366.833 480
366.917 488
367.000 495
367.083 534
367.167 574
450 ft2
2.00 ft ~
1.50 ft .,,
3.5 ft .,
Basin Depth Volume
(ft) (acre-ft)
0.000 0.0000
0.083 0.0003
0.167 0.0007
0.250 0.0010
0.333 0.0014
0.417 0.0017
0.500 0.0021
0.583 0.0024
0.667 0.0028
0.750 0.0031
0.833 0.0034
0.917 0.0038
1.000 0.0041
1.083 0.0045
1.167 0.0048
1.250 0.0052
1.333 0.0055
1.417 0.0059
1.500 0.0062
1.583 0.0065
1.667 0.0069
1.750 0.0072
1.833 0.0076
1.917 0.0079
2.000 0.0083
2.083 0.0084
2.167 0.0086
2.250 0.0088
2.333 0.0090
2.417 0.0091
2.500 0.0093
2.583 0.0095
2.667 0.0096
2.750 0.0098
2.833 0.0100
2.917 0.0102
3.000 0.0103
3.083 0.0105
3.167 0.0107
3.250 0.0108
3.333 0.0110
3.417 0.0112
3.500 0.0114
3.583 0.0122
3.667 0.0132
Gravel Porosity:
Soil Porosity:
Cltotal
(cfs)
0.000
0.044
0.077
0.099
0.118
0.133
0.147
0.160
0.172
0.183
0.194
0.204
0.213
0.222
0.231
0.239
0.248
0.255
0.263
0.270
0.278
0.285
0.291
0.298
0.305
0.311
0.317
0.324
0.330
0.336
0.341
0.347
0.353
0.358
0.364
0.369
0.375
0.380
0.385
0.390
0.395
0.400
0.405
0.410
0.415
0.4
0.2
..
--3.750 0.419 367.250 617 3.750 0.0142 0.419
3.833 0.424 367.333 662 3.833 0.0152 0.424 -3.917 0.429 367.417 709 3.917 0.0163 0.429
4.000 0.433 367.500 758 4.000 0.0174 0.433
4.083 0.438 367.583 810 4.083 0.0186 0.885
4.167 0.442 367.667 863 4.167 0.0198 1.708
4.250 0.447 367.750 919 4.250 0.0211 2.772
4.333 0.451 367.833 977 4.333 0.0224 4.031
4.417 0.456 367.917 1,036 4.417 0.0238 5.458 .. 4.500 0.460 368.000 1,098 4.500 0.0252 7.036 .. -
---
--.. -
--
-
-
---
-------
-
--Sta&e Area for BMP-1 -SURFACE STORAGE BMP 1
Depth (ft) Area (ft2) Volume (ft3)
0.00 450.00 0
0.08 495.14 39
0.17 540.28 79 -0.25 585.42 122 -0.33 630.56 167 -0.42 675.70 214
0.50 720.84 263 -0.58 765.97 315
0.67 811.11 368
0.75 856.25 424 -0.83 901.39 482 -0.92 946.53 541
.... 1.00 991.67 603
----------.. --.. -.. ------
-----------------
--------------
-----
Outlet Structure for DischarKe of BMP-1
Discharge vs. Elevation Table
Emergency Weir
Invert:
h*:
Weir Coeff, Cw
Length, Le:
0.5 ft
0.00 ft
3.1
6 ft
*Note: h = head above the invert of the lowest surface discharge opening.
H h* Clemerg weir Cltot
(ft} (ft} (cfs) (cfs)
0.500 0.000 0.000 0.000
0.583 0.083 0.447 0.447
0.667 0.167 1.266 1.266
0.750 0.250 2.325 2.325
0.833 0.333 3.580 3.580
0.917 0.417 5.003 5.003
1.000 0.500 6.576 6.576
Reservoir "BMP-1" Results for Run "010 ...
0.0 ... 4 ....
f\ r. 'i
0.0 ... 1: \\\ 3 .... . \ \ .
I
I .
I
0.0 ... I \\ 2 .... . I I
I •,
(/) ..O..J!J Q) ,,J(() 11.f-~ \ I \
1' \
0.0 ... . \ 1.... /
0.0 ... 0 ....
2 ... ~
11
11
11
11
1... 'I I I
I I
I I
: I
1... I I
11...D ~ ..,,,~ I
I
I
I
0 ...
O ... ------~-------,,--------r-------.-------r-------
00: ... 01:. ..
I
...... Run:Q10(Element:BMP-Result:Storage
---Run:Q10(Element:BMP-1Result:Combinednflow
02: ... 03: ... 04: ...
--Run Q1Q(Element:BMP-~esult:PooElevation
05: ... 06: ...
01Jan20 ...
-RunQ10(Element:BMP-1Result:Outflow
W..a
Project: Goertzen Simulation Run: Q100
Reservoir: BMP-1
Start of Run: 01Jan2000, 00:00 Basin Model: Post_Dev
End of Run: 01Jan2000, 06:05 Meteorologic Model: Met 1
Compute Time: 18Feb2020, 10:36:46 Control Specifications: Control 1
Volume Units: AC-FT
Computed Results
Peak Inflow: .2'{CFS)
Peak Discharge: .9 (CFS)
Inflow Volume: 0.1 (AC-FT)
Discharge Volume0.1 (AC-FT)
Date/Time of Peak Inflow: 01Jan2000, 04:04
Date/Time of Peak Discharge01Jan2000, 04:09
Peak Storage: 0.0 (AC-FT)
Peak Elevation: .-:J;.(FT)
-----
--------------------------------
Project: Goertzen
Reservoir: BMP-1
Simulation Run: Q100
Start of Run: 01 Jan2000, 00:00
End of Run: 01Jan2000, 06:05
Compute Time: 18Feb2020, 10:36:46
Date Time Inflow
(CFS)
01Jan2000 00:00 0.0
01Jan2000 00:01 0.0
01Jan2000 00:02 0.0
01Jan2000 00:03 0.1
01Jan2000 00:04 0.1
01Jan2000 00:05 0.1
01Jan2000 00:06 0.1
01Jan2000 00:07 0.1
01Jan2000 00:08 0.1
01Jan2000 00:09 0.1
01Jan2000 00:10 0.1
01Jan2000 00:11 0.1
01Jan2000 00:12 0.1
01Jan2000 00:13 0.1
01Jan2000 00:14 0.1
01Jan2000 00:15 0.1
01Jan2000 00:16 0.1
01Jan2000 00:17 0.1
01Jan2000 00:18 0.1
01Jan2000 00:19 0.1
01Jan2000 00:20 0.1
01Jan2000 00:21 0.1
01Jan2000 00:22 0.1
01Jan2000 00:23 0.1
01Jan2000 00:24 0.1
01Jan2000 00:25 0.1
Basin Model: Post Dev
Meteorologic Model: Met 1
Control Specifications:Control 1
Storage Elevation Outflow
(AC-FT) (FT) (CFS)
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.1 0.0
0.0 0.1 0.0
0.0 0.1 0.0
0.0 0.1 0.1
0.0 0.1 0.1
0.0 0.1 0.1
0.0 0.1 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
0.0 0.2 0.1
Page 1
----Date Time Inflow Storage Elevation Outflow -(CFS) (AC-FT} (FT) (CFS) -01Jan2000 00:26 0.1 0.0 0.2 0.1 -01Jan2000 00:27 0.1 0.0 0.2 0.1 -01Jan2000 00:28 0.1 0.0 0.2 0.1 -01Jan2000 00:29 0.1 0.0 0.2 0.1
-01Jan2000 00:30 0.1 0.0 0.2 0.1
01Jan2000 00:31 0.1 0.0 0.2 0.1 -01Jan2000 00:32 0.1 0.0 0.2 0.1 -01Jan2000 00:33 0.1 0.0 0.2 0.1 -01Jan2000 00:34 0.1 0.0 0.2 0.1 -01Jan2000 00:35 0.1 0.0 0.2 0.1 -01Jan2000 00:36 0.1 0.0 0.2 0.1 -01Jan2000 00:37 0.1 0.0 0.2 0.1
-01Jan2000 00:38 0.1 0.0 0.2 0.1
01Jan2000 00:39 0.1 0.0 0.2 0.1 -01Jan2000 00:40 0.1 0.0 0.2 0.1 -01Jan2000 00:41 0.1 0.0 0.2 0.1 -01Jan2000 00:42 0.1 0.0 0.2 0.1 -01Jan2000 00:43 0.1 0.0 0.2 0.1 -01Jan2000 00:44 0.1 0.0 0.3 0.1 -01Jan2000 00:45 0.1 0.0 0.3 0.1 -01Jan2000 00:46 0.1 0.0 0.3 0.1 -01Jan2000 00:47 0.1 0.0 0.3 0.1
01Jan2000 00:48 0.1 0.0 0.3 0.1 -01Jan2000 00:49 0.1 0.0 0.3 0.1 -01Jan2000 00:50 0.1 0.0 0.3 0.1 -01Jan2000 00:51 0.1 0.0 0.3 0.1 -01Jan2000 00:52 0.1 0.0 0.3 0.1 -01Jan2000 00:53 0.1 0.0 0.3 0.1 -01Jan2000 00:54 0.1 0.0 0.3 0.1 -01Jan2000 00:55 0.1 0.0 0.3 0.1 -01Jan2000 00:56 0.1 0.0 0.3 0.1 -Page 2 ----
----Date Time Inflow Storage Elevation Outflow -(CFS) (AC-FT) (FT) (CFS) -01Jan2000 00:57 0.1 0.0 0.3 0.1 -01Jan2000 00:58 0.1 0.0 0.3 0.1 -01Jan2000 00:59 0.1 0.0 0.3 0.1
-01Jan2000 01:00 0.1 0.0 0.3 0.1
-01Jan2000 01 :01 0.1 0.0 0.3 0.1
01Jan2000 01:02 0.1 0.0 0.3 0.1 -01Jan2000 01:03 0.1 0.0 0.3 0.1 --01Jan2000 01:04 0.1 0.0 0.3 0.1 -01Jan2000 01:05 0.1 0.0 0.3 0.1 -01Jan2000 01:06 0.1 0.0 0.3 0.1 -01Jan2000 01:07 0.1 0.0 0.3 0.1 -01Jan2000 01:08 0.1 0.0 0.3 0.1
-01Jan2000 01:09 0.1 0.0 0.3 0.1
01Jan2000 01:10 0.1 0.0 0.3 0.1 -01Jan2000 01 :11 0.1 0.0 0.3 0.1 -01Jan2000 01 :12 0.1 0.0 0.3 0.1 -01Jan2000 01 :13 0.1 0.0 0.3 0.1 -01Jan2000 01:14 0.1 0.0 0.3 0.1 -01Jan2000 01:15 0.1 0.0 0.3 0.1 -01Jan2000 01:16 0.1 0.0 0.3 0.1 -01Jan2000 01:17 0.1 0.0 0.3 0.1 -01Jan2000 01:18 0.1 0.0 0.3 0.1
01Jan2000 01:19 0.1 0.0 0.3 0.1 -01Jan2000 01:20 0.1 0.0 0.3 0.1 -01Jan2000 01 :21 0.1 0.0 0.3 0.1 -01Jan2000 01:22 0.1 0.0 0.3 0.1 -01Jan2000 01:23 0.1 0.0 0.3 0.1 -01Jan2000 01:24 0.1 0.0 0.3 0.1 -01Jan2000 01:25 0.1 0.0 0.3 0.1 -01Jan2000 01:26 0.1 0.0 0.3 0.1
-01Jan2000 01:27 0.1 0.0 0.3 0.1
-Page 3 ----
---Date Time Inflow Storage Elevation Outflow -(CFS) (AC-FT) (FT) (CFS) -01Jan2000 01:28 0.1 0.0 0.3 0.1 -01Jan2000 01:29 0.1 0.0 0.3 0.1 -01Jan2000 01:30 0.1 0.0 0.3 0.1 -01Jan2000 01:31 0.1 0.0 0.3 0.1
01Jan2000 01:32 0.1 0.0 0.3 0.1 -01Jan2000 01:33 0.1 0.0 0.3 0.1 -01Jan2000 01:34 0.1 0.0 0.3 0.1 -01Jan2000 01:35 0.1 0.0 0.3 0.1 -01Jan2000 01:36 0.1 0.0 0.3 0.1 -01Jan2000 01:37 0.1 0.0 0.3 0.1 -01Jan2000 01:38 0.1 0.0 0.3 0.1 -01Jan2000 01:39 0.1 0.0 0.3 0.1 -01Jan2000 01:40 0.1 0.0 0.3 0.1
01Jan2000 01:41 0.1 0.0 0.3 0.1 -01Jan2000 01:42 0.1 0.0 0.3 0.1 -01Jan2000 01:43 0.1 0.0 0.3 0.1 -01Jan2000 01:44 0.1 0.0 0.3 0.1 -01Jan2000 01:45 0.1 0.0 0.3 0.1 -01Jan2000 01:46 0.1 0.0 0.3 0.1 -01Jan2000 01:47 0.1 0.0 0.3 0.1 -01Jan2000 01:48 0.1 0.0 0.3 0.1 -01Jan2000 01:49 0.1 0.0 0.3 0.1
01Jan2000 01:50 0.1 -0.0 0.3 0.1
01Jan2000 01:51 0.1 0.0 0.3 0.1 -01Jan2000 01:52 0.1 0.0 0.3 0.1 -01Jan2000 01:53 0.1 0.0 0.3 0.1 -01Jan2000 01:54 0.1 0.0 0.3 0.1 -01Jan2000 01:55 0.1 0.0 0.3 0.1 -01Jan2000 01:56 0.1 0.0 0.3 0.1 -01Jan2000 01:57 0.1 0.0 0.3 0.1 -01Jan2000 01:58 0.1 0.0 0.3 0.1 -Page4 ----
----Date Time Inflow Storage Elevation Outflow -(CFS) (AC-FT) (FT) (CFS) -01Jan2000 01:59 0.1 0.0 0.3 0.1 -01Jan2000 02:00 0.1 0.0 0.3 0.1 -01Jan2000 02:01 0.1 0.0 0.3 0.1
-01Jan2000 02:02 0.1 0.0 0.3 0.1
01Jan2000 02:03 0.1 0.0 0.3 0.1 -01Jan2000 02:04 0.1 0.0 0.3 0.1 -01Jan2000 02:05 0.1 0.0 0.3 0.1 -01Jan2000 02:06 0.1 0.0 0.3 0.1 -01Jan2000 02:07 0.1 0.0 0.3 0.1 -01Jan2000 02:08 0.1 0.0 0.3 0.1 -01Jan2000 02:09 0.1 0.0 0.3 0.1 -01Jan2000 02:10 0.1 0.0 0.3 0.1
-01Jan2000 02:11 0.1 0.0 0.3 0.1
01Jan2000 02:12 0.1 0.0 0.3 0.1 -01Jan2000 02:13 0.1 0.0 0.3 0.1 -01Jan2000 02:14 0.1 0.0 0.3 0.1 -01Jan2000 02:15 0.1 0.0 0.3 0.1 -01Jan2000 02:16 0.1 0.0 0.3 0.1 -01Jan2000 02:17 0.1 0.0 0.3 0.1 -01Jan2000 02:18 0.1 0.0 0.3 0.1 -01Jan2000 02:19 0.1 0.0 0.3 0.1
01Jan2000 02:20 0.1 -0.0 0.3 0.1
01Jan2000 02:21 0.1 0.0 0.3 0.1 -01Jan2000 02:22 0.1 0.0 0.3 0.1 -01Jan2000 02:23 0.1 0.0 0.3 0.1 -01Jan2000 02:24 0.1 0.0 0.3 0.1 -01Jan2000 02:25 0.1 0.0 0.3 0.1 -01Jan2000 02:26 0.1 0.0 0.3 0.1 -01Jan2000 02:27 0.1 0.0 0.3 0.1 -01Jan2000 02:28 0.1 0.0 0.3 0.1
01Jan2000 02:29 0.1 -0.0 0.3 0.1
-Page 5 --
-
----Date Time Inflow Storage Elevation Outflow -(CFS) (AC-FT) (FT) (CFS) -01Jan2000 02:30 0.1 0.0 0.3 0.1 -01Jan2000 02:31 0.1 0.0 0.3 0.1 -01Jan2000 02:32 0.1 0.0 0.3 0.1
01Jan2000 02:33 0.1 -0.0 0.3 0.1
01Jan2000 02:34 0.1 0.0 0.3 0.1 -01Jan2000 02:35 0.1 0.0 0.3 0.1 -01Jan2000 02:36 0.1 0.0 0.3 0.1 -01Jan2000 02:37 0.1 0.0 0.3 0.1 -01Jan2000 02:38 0.1 0.0 0.3 0.1 -01Jan2000 02:39 0.1 0.0 0.3 0.1 -01Jan2000 02:40 0.1 0.0 0.3 0.1 -01Jan2000 02:41 0.1 0.0 0.3 0.1
01Jan2000 02:42 0.1 -0.0 0.3 0.1
01Jan2000 02:43 0.1 0.0 0.3 0.1 -01Jan2000 02:44 0.1 0.0 0.3 0.1 -01Jan2000 02:45 0.1 0.0 0.3 0.1 -01Jan2000 02:46 0.1 0.0 0.3 0.1 -01Jan2000 02:47 0.1 0.0 0.3 0.1 -01Jan2000 02:48 0.1 0.0 0.3 0.1 -01Jan2000 02:49 0.1 0.0 0.3 0.1 -01Jan2000 02:50 0.1 0.0 0.3 0.1
01Jan2000 02:51 0.1 -0.0 0.3 0.1
01Jan2000 02:52 0.1 0.0 0.3 0.1 -01Jan2000 02:53 0.1 0.0 0.3 0.1 -01Jan2000 02:54 0.1 0.0 0.3 0.1 -01Jan2000 02:55 0.1 0.0 0.3 0.1 -01Jan2000 02:56 0.1 0.0 0.3 0.1 -01Jan2000 02:57 0.1 0.0 0.3 0.1 -01Jan2000 02:58 0.1 0.0 0.3 0.1 -01Jan2000 02:59 0.1 0.0 0.3 0.1
01Jan2000 03:00 0.1 0.0 0.3 0.1 --Page 6 ----
----Date Time Inflow Storage Elevation Outflow -(CFS) (AC-FT) (FT) (CFS) -01Jan2000 03:01 0.1 0.0 0.3 0.1 -01Jan2000 03:02 0.1 0.0 0.3 0.1 -01Jan2000 03:03 0.1 0.0 0.3 0.1
01Jan2000 03:04 0.1 0.0 0.3 0.1 -01Jan2000 03:05 0.1 0.0 0.3 0.1 -01Jan2000 03:06 0.1 0.0 0.3 0.1 -01Jan2000 03:07 0.1 0.0 0.3 0.1 -01Jan2000 03:08 0.1 0.0 0.3 0.1 -01Jan2000 03:09 0.1 0.0 0.3 0.1 -01Jan2000 03:10 0.1 0.0 0.3 0.1 -01Jan2000 03:11 0.1 0.0 0.3 0.1 -01Jan2000 03:12 0.1 0.0 0.3 0.1 -01Jan2000 03:13 0.1 0.0 0.3 0.1
01Jan2000 03:14 0.1 0.0 0.3 0.1 -01Jan2000 03:15 0.1 0.0 0.3 0.1 -01Jan2000 03:16 0.1 0.0 0.3 0.1 -01Jan2000 03:17 0.1 0.0 0.3 0.1 -01Jan2000 03:18 0.1 0.0 0.3 0.1 -01Jan2000 03:19 0.1 0.0 0.3 0.1 -01Jan2000 03:20 0.1 0.0 0.3 0.1 -01Jan2000 03:21 0.1 0.0 0.3 0.1
01Jan2000 03:22 0.1 0.0 0.3 0.1 -01Jan2000 03:23 0.2 0.0 0.3 0.1 -01Jan2000 03:24 0.2 0.0 0.3 0.1 -01Jan2000 03:25 0.2 0.0 0.3 0.1 -01Jan2000 03:26 0.2 0.0 0.3 0.1 -01Jan2000 03:27 0.2 0.0 0.4 0.1 -01Jan2000 03:28 0.2 0.0 0.4 0.1 -01Jan2000 03:29 0.2 0.0 0.4 0.1 -01Jan2000 03:30 0.2 0.0 0.4 0.1
01Jan2000 03:31 0.2 0.0 0.5 0.1 --Page 7 ----
----Date Time Inflow Storage Elevation Outflow -(CFS) (AC-FT) (FT) (CFS) -01Jan2000 03:32 0.2 0.0 0.5 0.1 -01Jan2000 03:33 0.2 0.0 0.5 0.1 -01Jan2000 03:34 0.2 0.0 0.5 0.1
-01Jan2000 03:35 0.2 0.0 0.5 0.2
-01Jan2000 03:36 0.2 0.0 0.5 0.2
01Jan2000 03:37 0.2 0.0 0.6 0.2 -01Jan2000 03:38 0.2 0.0 0.6 0.2 -01Jan2000 03:39 0.2 0.0 0.6 0.2 -01Jan2000 03:40 0.2 0.0 0.6 0.2 -01Jan2000 03:41 0.2 0.0 0.6 0.2 -01Jan2000 03:42 0.2 0.0 0.6 0.2 -01Jan2000 03:43 0.3 0.0 0.7 0.2 -01Jan2000 03:44 0.3 0.0 0.7 0.2 -01Jan2000 03:45 0.3 0.0 0.7 0.2
01Jan2000 03:46 0.3 0.0 0.8 0.2 -01Jan2000 03:47 0.3 0.0 0.8 0.2 -01Jan2000 03:48 0.3 0.0 0.9 0.2 -01Jan2000 03:49 0.3 0.0 0.9 0.2 -01Jan2000 03:50 0.3 0.0 0.9 0.2 -01Jan2000 03:51 0.3 0.0 1.0 0.2 -01Jan2000 03:52 0.3 0.0 1.0 0.2 -01Jan2000 03:53 0.4 0.0 1.0 0.2
01Jan2000 03:54 0.4 0.0 1.1 0.2 -01Jan2000 03:55 0.4 0.0 1.1 0.2 -01Jan2000 03:56 0.4 0.0 1.2 0.2 -01Jan2000 03:57 0.5 0.0 1.3 0.2 -01Jan2000 03:58 0.5 0.0 1.4 0.3 -01Jan2000 03:59 0.6 0.0 1.5 0.3 -01Jan2000 04:00 0.6 0.0 1.6 0.3 -01Jan2000 04:01 0.9 0.0 1.7 0.3 -01Jan2000 04:02 1.3 0.0 2.0 0.3
-Page 8 ----
----Date Time Inflow Storage Elevation Outflow -(CFS) (AC-FT) (FT) (CFS) -01Jan2000 04:03 1.6 0.0 2.7 0.4 -01Jan2000 04:04 1.9 0.0 3.5 0.4 -01Jan2000 04:05 2.2 0.0 3.7 0.4 -01Jan2000 04:06 1.9 0.0 3.9 0.4
-01Jan2000 04:07 1.5 0.0 4.0 0.6
01Jan2000 04:08 1.1 0.0 4.1 0.9 -01Jan2000 04:09 0.8 0.0 4.1 0.9 -01Jan2000 04:10 0.4 0.0 4.1 0.8 -01Jan2000 04:11 0.4 0.0 4.0 0.6 -01Jan2000 04:12 0.3 0.0 4.0 0.5 -01Jan2000 04:13 0.3 0.0 4.0 0.4 -01Jan2000 04:14 0.2 0.0 4.0 0.4 -01Jan2000 04:15 0.2 0.0 4.0 0.4
-01Jan2000 04:16 0.2 0.0 3.9 0.4
01Jan2000 04:17 0.2 0.0 3.9 0.4 -01Jan2000 04:18 0.2 0.0 3.9 0.4 -01Jan2000 04:19 0.2 0.0 3.9 0.4 -01Jan2000 04:20 0.2 0.0 3.8 0.4 -01Jan2000 04:21 0.2 0.0 3.8 0.4 -01Jan2000 04:22 0.2 0.0 3.8 0.4 -01Jan2000 04:23 0.2 0.0 3.8 0.4
-01Jan2000 04:24 0.2 0.0 3.7 0.4
01Jan2000 04:25 0.2 0.0 3.7 0.4 -01Jan2000 04:26 0.2 0.0 3.7 0.4 .. 01Jan2000 04:27 0.2 0.0 3.7 0.4 -01Jan2000 04:28 0.1 0.0 3.6 0.4 -01Jan2000 04:29 0.1 0.0 3.6 0.4 -01Jan2000 04:30 0.1 0.0 3.6 0.4 -01Jan2000 04:31 0.1 0.0 3.5 0.4 -01Jan2000 04:32 0.1 0.0 3.4 0.4 -01Jan2000 04:33 0.1 0.0 3.2 0.4 -Page 9 ----
----Date Time Inflow Storage Elevation Outflow -(CFS) (AC-FT) (FT) (CFS) -01Jan2000 04:34 0.1 0.0 3.0 0.4 -01Jan2000 04:35 0.1 0.0 2.8 0.4
-01Jan2000 04:36 0.1 0.0 2.6 0.4 -01Jan2000 04:37 0.1 0.0 2.5 0.3
01Jan2000 04:38 0.1 0.0 2.3 0.3 -01Jan2000 04:39 0.1 0.0 2.2 0.3 -01Jan2000 04:40 0.1 0.0 2.0 0.3 -01Jan2000 04:41 0.1 0.0 1.9 0.3 -01Jan2000 04:42 0.1 0.0 1.9 0.3 -01Jan2000 04:43 0.1 0.0 1.8 0.3 -01Jan2000 04:44 0.1 0.0 1.8 0.3 -01Jan2000 04:45 0.1 0.0 1.7 0.3 -01Jan2000 04:46 0.1 0.0 1.6 0.3
01Jan2000 04:47 0.1 0.0 1.6 0.3 -01Jan2000 04:48 0.1 0.0 1.5 0.3 -01Jan2000 04:49 0.1 0.0 1.5 0.3 -01Jan2000 04:50 0.1 0.0 1.4 0.3 -01Jan2000 04:51 0.1 0.0 1.4 0.3 -01Jan2000 04:52 0.1 0.0 1.3 0.2 -01Jan2000 04:53 0.1 0.0 1.3 0.2 -01Jan2000 04:54 0.1 0.0 1.2 0.2
01Jan2000 04:55 0.1 0.0 1.2 0.2 -01Jan2000 04:56 0.1 0.0 1.1 0.2 -01Jan2000 04:57 0.1 0.0 1.1 0.2 -01Jan2000 04:58 0.1 0.0 1.0 0.2 -01Jan2000 04:59 0.1 0.0 1.0 0.2 -01Jan2000 05:00 0.1 0.0 1.0 0.2 -01Jan2000 05:01 0.1 0.0 0.9 0.2 -01Jan2000 05:02 0.1 0.0 0.9 0.2 -01Jan2000 05:03 0.1 0.0 0.9 0.2
01Jan2000 05:04 0.1 0.0 0.8 0.2 --Page 10 ----
---
Date Time Inflow Storage Elevation Outflow -(CFS) (AC-FT} (FT) (CFS) ... 01Jan2000 05:05 0.1 0.0 0.8 0.2 -01Jan2000 05:06 0.1 0.0 0.8 0.2 -01Jan2000 05:07 0.1 0.0 0.7 0.2
-01Jan2000 05:08 0.1 0.0 0.7 0.2 -01Jan2000 05:09 0.1 0.0 0.7 0.2
01Jan2000 05:10 0.1 0.0 0.7 0.2 -01Jan2000 05:11 0.1 0.0 0.6 0.2 -01Jan2000 05:12 0.1 0.0 0.6 0.2 -01Jan2000 05:13 0.1 0.0 0.6 0.2 -01Jan2000 05:14 0.1 0.0 0.6 0.2 -01Jan2000 05:15 0.1 0.0 0.6 0.2 -01Jan2000 05:16 0.1 0.0 0.5 0.2 -01Jan2000 05:17 0.1 0.0 0.5 0.2
01Jan2000 05:18 0.1 0.0 0.5 0.1 -01Jan2000 05:19 0.1 0.0 0.5 0.1 -01Jan2000 05:20 0.1 0.0 0.5 0.1 -01Jan2000 05:21 0.1 0.0 0.5 0.1 -01Jan2000 05:22 0.1 0.0 0.5 0.1 -01Jan2000 05:23 0.1 0.0 0.4 0.1 -01Jan2000 05:24 0.1 0.0 0.4 0.1 -01Jan2000 05:25 0.1 0.0 0.4 0.1
01Jan2000 05:26 0.1 0.0 0.4 0.1 -01Jan2000 05:27 0.1 0.0 0.4 0.1 -01Jan2000 05:28 0.1 0.0 0.4 0.1 -01Jan2000 05:29 0.1 0.0 0.4 0.1 -01Jan2000 05:30 0.1 0.0 0.4 0.1 -01Jan2000 05:31 0.1 0.0 0.4 0.1 -01Jan2000 05:32 0.1 0.0 0.4 0.1
01Jan2000 05:33 0.1 0.0 0.3 0.1 -01Jan2000 05:34 0.1 0.0 0.3 0.1
01Jan2000 05:35 0.1 0.0 0.3 0.1 --Page 11 ----
----Date Time Inflow Storage Elevation Outflow -(CFS) (AC-FT} (FT) (CFS) -01Jan2000 05:36 0.1 0.0 0.3 0.1 -01Jan2000 05:37 0.1 0.0 0.3 0.1 -01Jan2000 05:38 0.1 0.0 0.3 0.1
-01Jan2000 05:39 0.1 0.0 0.3 0.1
01Jan2000 05:40 0.1 0.0 0.3 0.1 -01Jan2000 05:41 0.1 0.0 0.3 0.1 -01Jan2000 05:42 0.1 0.0 0.3 0.1 -01Jan2000 05:43 0.1 0.0 0.3 0.1 -01Jan2000 05:44 0.1 0.0 0.3 0.1 -01Jan2000 05:45 0.1 0.0 0.3 0.1 -01Jan2000 05:46 0.1 0.0 0.3 0.1 -01Jan2000 05:47 0.1 0.0 0.3 0.1 -01Jan2000 05:48 0.1 0.0 0.3 0.1
01Jan2000 05:49 0.1 0.0 0.3 0.1 -01Jan2000 05:50 0.1 0.0 0.3 0.1 -01Jan2000 05:51 0.1 0.0 0.3 0.1 -01Jan2000 05:52 0.1 0.0 0.3 0.1 -01Jan2000 05:53 0.1 0.0 0.3 0.1 -01Jan2000 05:54 0.1 0.0 0.3 0.1 -01Jan2000 05:55 0.1 0.0 0.3 0.1 -01Jan2000 05:56 0.1 0.0 0.3 0.1
01Jan2000 05:57 0.1 0.0 0.3 0.1 -01Jan2000 05:58 0.1 0.0 0.3 0.1 -01Jan2000 05:59 0.1 0.0 0.3 0.1 -01Jan2000 06:00 0.1 0.0 0.3 0.1 -01Jan2000 06:01 0.1 0.0 0.3 0.1 -01Jan2000 06:02 0.1 0.0 0.3 0.1 -01Jan2000 06:03 0.0 0.0 0.2 0.1 -01Jan2000 06:04 0.0 0.0 0.2 0.1 -01Jan2000 06:05 0.0 0.0 0.2 0.1 -Page 12 -----
Grate Inlet Sizing (Weir vs. Orifice)
Weir coefficient, Cw
Orifice coefficient, C0
Available head, h (feet)
3.0
0.60
0.50
Inlet Type
1212 Series -12"x12"
Catch Basin 1
1218 Series -12"x18"
r.::atl'h 12,u:~in 1
1818 Series -18"x18"
Catch R,:u~in 1
2424 Series -24"x24"
Catch Basin 1
3636 Series -36"x36"
r.::atl'h R::a~in 1
Type 'I' Catch Basin2
Note:
Capacity based on Capacity based on
Weir Equation3'4, Orifice Equation3• 4,
Ocap Ocap
(cfs5) (cfs5)
2.26 1.90
2.61 2.54
2.96 3.22
3.83 5.39
5.59 11.26
4.89 8.27
1. Based on Brooks Products, Inc. -H 20-44 Traffic, Steel Grate, not Parkway, Cast-iron grate
Governing Equation
Orifice
Orifice
Weir
Weir
Weir
Weir
2. Based on Drawing Number D-13 & D-15 in the City of San Diego Regional Standard Drawings, dated April 2003
3. A reduction factor of 50% assumed for clogging.
4. Weir equation, Q = Cwl.,(h)312; Orifice equation, Q = CA(2gh)112
5. "cfs" = cubic feet per second