HomeMy WebLinkAboutRP 12-28; Railyard Lofts; Redevelopment Permits (RP) (3)' Re.ce.rve.o
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PRELIMINARY HYDROLOGY STUDY
for
Railyard Lofts, Carlsbad, CA
City of Carlsbad, CA
PREPARED FOR:
Mark Benjamin
P.O. Box 7050
Rancho Santa Fe, CA 92067
Date: October 3, 2012
Revised: November 12,2012
PREPARED BY:
Pasco Laret Suiter & Associates
535 N. Highway 101, Suite A
Solana Beach, CA 92075
(858) 259-8212
ll·r~-rz
BRIAN ARDOLINO, RCE 71651 DATE
Preliminary Hydrology Study for Railyard Lofts
PLSA2005
TABLE OF CONTENTS
Executive Summary
Introduction
Existing Conditions
Proposed Project
Summary of Results and Conditions
Conclusions
References
Methodology
Introduction
County of San Diego Criteria
Runoff coefficient determination
Hydrologic Analyses
Pre-Developed Hydrologic Analysis
Post-Developed Hydrologic Analysis
Hydraulic Calculations
Appendix
2
SECTION PAGE
1.0 3
1.1 3
1.2 3
1.3 3
1.4 4
1.5 4
1.6 5
2.0 6
2.1 6
2.2 6
2.3 7
3.0 8
3.1 9
3.2 12
4.0
5.0
11/13/2012
Preliminary Hydrology Study for Railyard lofts
PLSA2005
1.0 EXECUTIVE SUMMARY
1.1 Introduction
This Hydrology Study for the Railyard Lofts project has been prepared to analyze the
hydrologic and hydraulic characteristics of the existing and proposed project site. Tbis
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 2 year, 10 year, and 100 year 6 hour
storm. In addition this report will propose the sizing of all necessary storm drain facilities
and storm drain piping necessary for the storm drain system to safely convey the runoff
from the 1 00-year rainfall event.
1.2 Existing Conditions
The property is geographically located at N 33°09'45" W 117°21'05". The site is bordered by
a commercial development to the south, an alley to the west, State Street to the east, and a
parking lot. The project site is located in the Buena Vista Creek Hydrologic Area and more
specifically, the El Saito Hydrologic Sub-Area (904.21). The project is located at 2685 State
Street.
The existing project site consists of one vacant lot. The site gendy slopes from east to west.
Drainage from the existing site sheet flows in a westerly direction across the project site to
the alley. The runoff is then conveyed in a ribbon gutter to an existing stormdrain inlet.
1.3 Proposed Project
The intent of proposed project is to develop the site into a 4-unit attached condominium
complex with associated landscaping and hardscape improvements. The project proposes
minimal grading to construct the building and the construction of all underground utilities
typically associated with residential development.
The proposed drainage design includes the construction of an on-site conveyance system to
a treatment and storage system to mitigate the increase in runoff and proposed parking area.
The proposed development will continue to drain in the westerly direction. The site runoff
will be captured, treated, and discharge at the same rate as the existing condition.
We believe the proposed storm drain system "vill not adversely affect the downstream system
negatively.
This project requires Standard Storm Water BMP's. Tbis project is not a Priority project.
To address the storm water quality goals established for this development, proposed
permanent Best Management Practice (BMP) and treatment methods will be incorporated
into the storm water runoff design. The proposed BMP's include downspout treatment
filters, a sand oil separator, and a detention structure which is intended to mitigate peak
flows as well as serve as setding basins.
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Preliminary Hydrology Study for Railyard Lofts
PLSA2005
1.4 Summaty of Results
Upon performing hydrologic analysis of the project site in both the proposed developed and
existing condition the following results were produced. One discharge point was analyzed.
Subarea 1 in the existing condition indicates that the 2 year peak flow is 0.15 cfs, the 10 year
peak flow is 0.22 cfs, and the 100-year peak flow is 0.32 cfs with a time of concentration of 5
min based on an area of 0.15 A C.
Subarea 1 in the proposed condition indicates that the 2 year peak flow is 0.37 cfs, the 10
year peak flow is 0.52 cfs, and the 100-year peak flow is 0.77 cfs with a time of concentration
of 5 min based on an area of0.15 AC.
The total volume of water to be detained is 135 cf (minimum) as a result of the increase in
peak flow (see Detention Basin Calculation in Section 4.0).
1.5 Conclusions
Based on the discussion in this report it is the professional opinion of Pasco Laret Suiter &
Associates, Inc. that the existing drainage system on the corresponding Tentative Parcel Map
will function to adequately intercept, contain and convey flow to the appropriate points of
discharge.
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Preliminary Hydrology Study for Railyard Lofts
PLSA2005
1.6 References
"San Diego Coun!J Hydrology Manual'~ revised June 2003, County of San Diego, Department of
Public Works, Flood Control Section.
((California Regional Water Quali!J Control Board Order No. 2009-0009-D WQ," California
Regional Water Control Board, San Diego Region (SDRWQCB).
5
11/1312012
Preliminary Hydrology Study for Railyard Lofts
PLSA2005
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:
I = 7.44 X p6 X 0"0'645
Where:
I = Intensity (tn/hr)
P6 = 6-hour precipitation (inches)
D =duration (minutes-use Tc)
Using the Time of Concentration (fc), 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 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.
In addition to the above Rational Method assumptions, the runoff coefficients utilized for
this report are based on type "B" soils per San Diego County Hydrology Manual.
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. 1 00-year, 6-hour storm).
11/13/2012
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Preliminary Hydrology Study for Rallyard Lofts
PLSA2005
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 of 100 feet or less,
and is dependent on land use and slope.
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.
11/13/2012
7
San Diego County Hydrology Manual
Date: June 2003
Table3-1
Section:
Page:
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient "C"
Soil Type
NRCS Elements Coun Elements o/oiMPER A B
Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25
Low Density Residen!ial (LPR) Residential, 1.0 DU/ A or less 10 0.27 0.32 ..
Low Density Residential (LOR) Residential, 2.0 DU/A or less 20 0.34 0.38
Low Density Residential (LOR) 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 DUIA or less 80 0.76 0.71
CommerciaVIndustrial (N. Com) Neighborhood Commercial 80 0.76 0.77
CommerciaVIndustrial (G. Com) General Commercial 85 0.80 0.80
CommerciaiJindustrial (O.P. Com) Office ProfessionaVCommercial 90 0.83 0.84
CommerciaVlndustrial (Limited 1.) Limited Industrial 90 0.83 0.84
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
6of26
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
*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 tmits per acre
NRCS = National Resources Conservation Service
3-6
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Preliminary Hydrology Study for Railyard Lofts
PLSA2005
3.0 HYDROLOGIC ANALYSES
11/13/2012
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Preliminary Hydrology Study for Railyard Lofts
PLSA2005
4.0 HYDRAULIC CALCULATIONS
11/1312012
9
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Pre!iminary:Hydrology Study for Railyard Lofts
PLSA2005'
5.0 APPENDIX
10
0
11113/2012
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