HomeMy WebLinkAboutCT 05-01; CRESCENT DEL SOL ESTATES; HYDROLOGY AND HYDRAULIC REPORT; 2005-02-22I
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HYDROLOGY AND HYDRAULIC REPO-RT
for
234 Date Avenue
Condominium ,Project
City of Carlsbad
Prepared for:
Crescent Del Sol Estates
7237 Sanderling Court
Carlsbad, CA 92009
Prepared by:
bha, Inc.
land planning, civil engineering, surveying
5115 Avenida Encinas, Suite L
Carlsbad, CA 92008-4387
(760) 931-8700
II .. ,~¥C --,
fo1
0 7
RECEIVED
DEC 082005
ENGINEERING
DEPARTMENT
February 22, 2005
Revised March 31, 2005
W.O. 708-0960-400 AMC
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III.
IV.
Discussion:
Calculations
TABLE OF CONTENTS
Purpose and Scope
Project Description
Study Method
Conclusions
A. Existing Hydrology
B. Proposed Hydrology
C. Hydraulic
Exhibits
Exhibit A: Existing Hydrology Map
Exhibit B: Proposed Hydrology Map
References
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I I. DISCUSSION
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PURPOSE AND SCOPE:
The purpose of this report is to publish the results of hydrology and hydraulic computer
analysis for the proposed Condominium Project at 234 Date Avenue. The scope is to study
the existing and proposed hydrology imd hydraulics as it influences the proposed on-site
storm drain facilities and the surrounding properties. The 100-year storm event will be
used in the analysis. '
PROJECT DESCRIPTION:
The property, is located in the City of Carlsbad, near the northeastern corner of Garfield
Street and Date Avenue. The 0.96 acre site is zoned for multi-residence use (R-2). The
project proposes the construction of eight (8) condominium units in six separate (6)
buildings with an underground parking garage.
In the existing condition, the project site is occupied by two single family residences and an
accessory building, which will be demolished during the construction process. The site is
near the high point of existing topography. According to the Grading Plan for C.T. 81-43,
the runoff from Existing Basin 1 (northwesterly of the proj ect) is conveyed to Agua
Hedionda Lagoon via an existing storm drain system in Garfield Street. In addition, the
Revised Drainage Report for Carlsbad Beach Estates -C.T. 99-01 dated Apri14, 2004 (a
copy is included in the References section of this report) states that the runoff from
Existing Basin 2 (northerly of the site) flows onto Chinquapin Avenue. This property
receives runoff from properties to the north, Existing Basin 3A and Existing Basin 5. The
runoff from Existing Basin 3A flows onto the site via a series of weep holes along the
retaining wall on the northern boundary and confluences with the runoff from western
portion of the property (Existing Basin 4). The combined runoff flows to an existing curb
inlet in Date Avenue. Existing Basin 5 sheet flows onto the project then flows in a
southeasterly direction to the neighboring properties (see Existing Hydrology Map).
This project proposes the construction eight (8) condominium units in six separate (6)
buildings with an underground parking garage. The proposed site drains into two separate
drainage basins.
In the proposed condition, Existing Basin 3 begins at the properties north of the project
(A.P.N. 206-080-39). The runoff from neighboring properties (Existing Basin 3A, see
Hydrology report for Carlsbad Beach Estates -CT 99-01) flows on to the site via series of
weep holes in the retaining wall at the project's northerly property line. The runoff enters
the site and is conveyed to a proposed inlet at the northwestern corner of the site via a
proposed v-ditch. In addition, the runoff from northern portion of the property' (Basin 4)
flows to this inlet via yard drains. From the inlet, the runoff enters a proposed 12-inch
storm drain system along the western boundary. The proposed storm drain will connect to
an existing curb inlet (this project contributes 2.9 cfs to this inlet for existing and developed
conditions) near the intersection of Date Street and Garfield Street.
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Proposed Basin 5 consists of the runoff from off-site portion of Existing Basin 5 and ~he
remaining onsite runoff. The runoff is collected through a series of yard drains and' garage
floor drains. The runoff is detained at the garage level in a series of pipes and catch basins.
The detention basin consist of two 24-inch pipes, a 4-inch pipe and two 4'x6' catch basins.
The detained runoff is then pumped into a proposed filtration basin at the southeastern
corner of the site. From the proposed filtration hasin, the runoff will be releas~d onto Date
Avenue via a curb outlet and flows east to an existing curb inlet in the cul-de-sac
northeasterly of the project.
The method of analysis was based on the Rational Method according to the June 2003 'San
Diego County Hydrology Manual. The Hydrology and Hydraulic Analysis was done on
HydroSoft by Advanced Engineering Software and Hydrology module of Land Developer 3
by Autodesk.
The drainage basin areas were determined from the City of Carlsbad Topographic Map and
the Proposed Site Development Plan for this project. The Rational Method provided the
following variable coefficients:
Soil type: Soil group D will be used for a composite runoff coefficient for the existing
and proposed hydrology because the soil type is undetermined. See County
of San Diego's Soil Hydrologic Group Map in the Reference section of this
report.
The runoff coefficient used. for this Project.
Existing condition -Low Density Residential (2.0 Du/A or less) == 0.46
Proposed condition -Medium Density Residential (10.9 Du/A or less) = 0.60
Initial Time of concentration (in minutes) = Ti = see Table 3-2 of County of San Diego
Hydrology Manual.
Rainfall Intensity = I ~ 7.44x(P6)x(Tc) A 0.645
P6 for 100 year storm = 2.5
CONCLUSION:
The runoff at each exit point of the project for the existing hydrology and proposed
hydrology is listed below:
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100 year storm event Existing (cfsl ac) Proposed w/o Proposed with
detention detention
(cfs/ac) . (cfs/ac)
Node 4 2.9 11.32 2.9 11.05 2.9/1.05
Existing Node 12 and 1.0/0.66 2.1/0.88 0.8/0.88
Proposed Node 24
The runoff from Proposed Basin 3 & 4 (Node 4) is released at historical flow, 2.9 c.f.s. for
existing drainage versus 2.9 c.f.s. for proposed drainage. The runoff from Proposed Basin 3
& 4 will not impact the downstream drainage facility.
The runoff from Proposed Basin 5 is more than the historical flow, 1.0 c.f.s. for existing
drainage versus 2.1 c.f.s. for proposed drainage. However, the proposed detention basin
will detain the runoff and release the runoff at 0.8 c.f.s. which is less than the historical flow
of 1.0 c.f.s. No runoff will be released from this site above the historical flow or above an
erosive velocity.
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II. CALCULATIONS
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II. CALCULATIONS
EXISTING HYDROLOGY
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11****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT I 2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2003 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2003 License ID 1459
I
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Analysis prepared by:
bHA, Inc.
5115 Avenida Encinas, Suite L
Carlsbad, Calif 92008
1_---------------------------------------------------------------------------
FILE NAME: K:\HYDRO\0960\E1.DATOOOOOODDDDDDDDDDDDDDDDDDDDDDDD
TIME/DATE OF STUDY: 14:18 02/15/2005
I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--~-----------------------------------------------------------------~-------
I
I
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT (YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) =
SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00
2.500
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 CROSS FALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR
(FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=====-=========
I 1 30.0 20.0 0.018/0.018/0.020
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
0.67 2.00 0.0313 0.167 0.0150
1. Relative Flow-Depth = 0.00 FEET
I 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.*
11+--------------------------------------------------------------------------+
I 234 Date Avenue Condominium Project . I
I Existing Hydrology -Basin 3 & 4 (100 Year) I I I W.O. 708~0960-400 I
+--------------------------------------------------------------------------+
+--------------------------------------------------------------------------+ I I EXISTING BASIN 3A PER I
I DRAINAGE REPORT FOR I
I CARLSBAD BEACH ESTATES CT 99-01 I
II ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
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FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 1-------------------------------------------------------------------------.---
»»>USER .SPECIFIED HYDROLOGY INFORMATION AT NODE««<
============================================================================
I USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 10.00 RAIN INTENSITY(INCH/HOUR) = 4.21
TOTAL AREA(ACRES) = 0.73 TOTAL RUNOFF(CFS) = 2.15
1****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52
----------------------------------------------------------------------------
»»>COMPUTE NATURAL VALLEY CHANNEL FLOW««<
I , »»>TRAVELTIME THRU SUBAREA««<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 47.90 DOWNSTREAM (FEET) = .45.50
CHANNEL LENGTH THRU SUBAREA (FEET) = 230.00 CHANNEL SLOPE = 0.0104 I CHANNEL FLOW THRU SUBAREA (CFS) = 2.15
FLOW VELOCITY(FEET/SEC) = 1.78 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) 12.15
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 = 230.00 FEET. ~***************************~*******************************;****************
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 81
II==~~~~~~~~~~~~~=~~=~~~~~~~=~~=~~~~~~~=~~~~=~~~::::::=======================
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100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.716
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) =
AREA-AVERAGE RUNOFF COEFFICIENT
SUBAREA AREA(ACRES) 0.59
TOTAL AREA(ACRES) = 1.32
TC(MIN.) = 12.15
84
= 0.5923
SUBAREA RUNOFF(CFS)
TOTAL RUNOFF (CFS) =
1. 01
2.·90
=======================================================================-===== ~
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE{CFS)
1. 32 TC (MIN.) =
2.90
12.15
============================================================================
1============================================================================
END OF RATIONAL METHOD ANALYSIS
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1* * * * * * ** ** ** ** * * * ** ** ** * * *** * * * **** * * * * .** * * * ** * * * * * ** * * * * * * * * * * *.* * * * * * * * * * * *
RATIONAL METHOD HYDROLOGY COMPUTE~ PROGRAM PACKAGE
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Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
'2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2003 Advanced Engineering .Software (aes)
Ver. 1.5A Release Date: 01/01/2003 License'ID 1459
Analysis prepared by:'
bHA, Inc.
5115 Avenida Encinas, Suite L
Carlsbad, Calif 92008
1 ---------------------------------------------------------------------~--~---
FILE NAME: K:\HYDRO\0960\E2.DATDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD
TIME/DATE OF STUDY: 14:21 02/15/2005
------------------------------------------------------------------------~---
I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: .
--;~;;-~~~-~~~~~-~~~~~-~;~;~;~~--------------------------------------~-----
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USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR PURATION PRECIPITATION (JNCHES) =
SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00
2.500
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*
I 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)
===== ====== =======
I 1 30.0 20.0 0.018/0.018/0.020
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
0.67 2.00 0.0313 0.167 0.0150
1. Relative Flow-Depth = 0.00 FEET
I 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.*
11+--------------------------------------------------------------------------+
I 234 Date Avenue Condominium Project L
I Existing Hydrology -Basin 5 (100 Year) I I I W.O. 708-0960-400 I +--------------------------------------------------------------------------+
**************************************************************************** I FLOW PROCESS FROM NODE 1.00 TO NODE 10;00 IS CODE = 21
--------------------------------------------------------------------------~-
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
I ==;;;~;;;;~~~=7;~=;;/~~=~;=~~;;T=;;;~;;=~~~;;~~~~;;=:=~~~;;=================
SOIL CLASSIFICATION IS "D"
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S.C.S. CURVE NUMBER (AMC II) = 84
INITIAL SUBAREA FLOW-LENGTH{FEET) =
UPSTREAM ELEVATION{FEET) = 49.50
DOWNSTREAM ELEVATION{FEET) = 48.60
90.00
ELEVATION DIFFERENCE{FEET) = 0.90 I SUBAREA OVERLAND TIME OF. FLOW(MIN.) = 9.638
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATEa THAN
THE MAXIMUM OVERLAND FLOW LENGTH = 70.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATIQN'!
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.314
SUBAREA RUNOFF(CFS) = 0.14
I TOTAL AREA{ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.14
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 51.
1 ------------------------------------------------------------------------~-~-»»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«<f< .
. »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««<
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============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 48.60 DOWNSTREAM (FEET) 47.90
CHANNEL LENGTH THRU SUBAREA (FEET) = 125.00 CHANNEL SLOPE 0.0056
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.591
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 0.29
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.66
AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) 3.17
Tc(MIN.) = 12.81
SUBAREA AREA(ACRES) 0.18 SUBAREA RUNOFF(CFS) = 0.30
AREA-AVERAGE RUNOFF COEFFICIENT 0.460
TOTAL AREA{ACRES) = 0.25 PEAK FLOW RATE(CFS) = 0.41
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH (FEET) = 0.10 FLOW VELOCITY(FEET/SEC.)
LONGEST FLOWPATH FROM NODE 1.00 TO NODE
0.73
11. 00 = 215.00 fEET. II ****************************************************************~***********
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51
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»»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««<
»»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 47.90 DOWNSTREAM (FEET) 46.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 90.00 CHANNEL SLOPE 0.0211
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = ~.OO
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.412
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.7.3
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 1.42
AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 1.05
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Tc(MIN.) = 13.86 I SUBAREA AREA(ACRES) 0.41
AREA-AVERAGE RUNOFF COEFFICIENT =
SUBAREA RUNOFF(CFS) =
0.460
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TOT~L AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS)
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH (FEET) = 0.12 FLOW VELOCITY(FEET/SEC.)
LONGEST FLOWPATH FROM NODE 1.00 TO NODE
1.58
12.00 =
0.64
1.04
305.00 FEET.
1============================================================================
END OF STUDY SUMMARY:
. TOTAL AREA(ACRES) = 0.66 TC(MIN.) = 13.86
PEAK FLOW RATE(CFS) 1.04
I ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
END OF RATIONAL METHOD ANALYSIS
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II. CALCULATIONS
, PROPOSED HYDROLOGY
," .
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. -" ::: ~.::.: ' .. : '
',,, .
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RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2003 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2003 License ID 1459
Analysis prepared by:
bRA, Inc.
I 5115 Avenida Encinas, Suite L
Carlsbad, Calif 92008
1-------------------------------------------------------------------~--------FILE NAME: K:\HYDRO\0960\P1.DATDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD
TIME/DATE OF STUDY: 10:41 02/18/2005
---------------------------------------------------------------------~------I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
.---------------------------------------------------------------------~------
2003 SAN DIEGO MANUAL CRITERIA
I USER SPECIFIED STORM EVENT{YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) =
SPECIFIED MINIMUM PIPE SIZE{INCH} = 8.00
2.500
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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*
===
1
HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSS FALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR
(FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT), (n)
========= ================= ====== ====== =======
30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CQNSTRAINTS:
i. 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.* '11+---------------------------------------------------~----------------------+
-I 234 Date Avenue Condominium Project I
I Proposed Hydrology -Basin 3 & 4 I I I W.O. 708-0960-400 I
-+--------------------------------------------------------------------------+
+--------------------------------------------------------------------------+ I I EXISTING BASIN 3A I
I PER DRAINAGE REPORT FOR I
Co-' I CARLSBAD ESTATES CT 99-01 I
II::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
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FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7
1----------------------------------------------------------------------------. »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««<
"============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
I TC (MIN), = 10.00 RAIN INTENSITY (INCH/HOUR) = 4.21
! TOTAL AREA(ACRES) = 0.73 TOTAL RUNOFF (CFS) = 2.15
. **************************************************************************** I FLOW PROCESS FROM NODE 3.00 TO NODE 3.10 IS CODE = 51
-----~----------------------------------------------------------------~-----»»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««<
»»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< 1============================================================================ ELEVATION DATA: UPSTREAM (FEET) = 47.90 DOWNSTREAM (FEET) = 43.75
CHANNEL LENGTH THRU SUBAREA (FEET) = 45.00 CHANNEL SLOPE 0.0922
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CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY (INCH/HOUR) 4.157
RESIDENTAIL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .'6000
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2.55
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 3.65
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AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) 0.21
Tc(MIN.) = 10.21
SUBAREA AREA(ACRES) 0.32 SUBAREA RUNOFF(CFS) 0.80
AREA-AVERAGE RUNOFF COEFFICIENT 0.669
TOTAL AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) 2.92
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH (FEET) = 0.14 FLOW VELOCITY(FEET/SEC.)
LONGEST FLOWPATH FROM NODE 0.00 TO NODE
3.89
3.10 = 45.00 FEET.
****************************************************************************
. FLOW PROCESS FROM NODE 3.10 TO NODE 4.00 IS CODE = 41 II --~~~~~~;~;~;~-~~~~=;~;;-;~;~~-;~~~-;~;~-;~;~;~~;;;;;----------------------
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««<
II ==~~~~~~~~~:~~~~~:~;~;;~~J~~~;~=~::~~~~;:=~~;~~~~~~7;~~;~=:====~;~;;====
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.9 INCHES
I PIPE-FLOW VELOCITY(FEET/SEC.) = 4.68
· GIVEN PIPE DIAMETER (INCH) = 12.00 NUMBER OF PIPES 1
· PIPE-FLOW (CFS) = 2.92
PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 11.02
I LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 = 275.00 FEET.
I ==============================================~=============================
· END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.05 TC(MIN.) = 11.02
I PEAK FLOW RATE (CFS) = 2.92 .
============================================================================
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============================================================================
END OF RATIONAL METHOD ANALYSIS
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11**********************************************************************:******
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
"
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2003 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2003 License 10 1459 II Analysis prepared by:
bHA, Inc.
5115 Avenida Encinas, Suite L
Carlsbad, Calif 92008
1----------------------------------------------------------------------------. FI~E NAME: K:\HYDRO\0960\P2.DATDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD
TIME/DATE OF STUDY: 10:43 02/18/2005
--------------------------------------------------------~---------~---------
I USER SOPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------~-------------------
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) =
SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00
2.500
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 STREET FLOW MODEL*
INo. HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR
(FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
===== ================= ====== ===== ======
II :LOB::·:TREET2:~:W-DE:~:1:~:~:::~:~:~0 0.67 2.00 0.0313 0.167 0.015~
1. Relative Flow-Depth = 0.00 FEET
I 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.* I, + _____________________________________________________ --------______ 0_0 ______ +
I 234 Date Avenue Condominium Project . I
. I Proposed Hydrology -Basin 5 I I I W.O. 708-0960-400 I .' +--------------------------------------------------------------------------+
**************************************************************************** I FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 21
, ----------------------------------------------------------------------------
° »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
I ==;;;~;;;;~~=(;~=;;i~~=;;=~;;;)=;;~;;;=~;~;;~~~;~;=:=~~~;;=================
, SOIL CLASSIFICATION IS "0"
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S.C.S. CURVE NUMBER (AMC II) = 84
INITIAL SUBAREA FLOW-LENGTH(FEET) =
UPSTREAM ELEVATION(FEET) = 49.50
DOWNSTREAM ELEVATION(FEET) = 48.60
ELEVATION DIFFERENCE(FEET) = 0.90
90.00'
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.638
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH = 70.00
(Reference: Table 3-lB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.314
SUBAREA RUNOFF(CFS) = 0.14 'I TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF (CFS) = 0.14
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 51
I ----------~-----------------------------------------------------------------»»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««<
»»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««<
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============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 48.60 DOWNSTREAM (FEET) 47.90
CHANNEL LENGTH THRU SUBAREA (FEET) = 125.00 CHANNEL SLOPE 0.0056
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.591
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 0.29
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.66
AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) 3 .. 17
Tc(MIN.) = 12.81
SUBAREA AREA(ACRES) 0.18 SUBAREA RUNOFF(CFS) = 0.30
AREA-AVERAGE RUNOFF COEFFICIENT 0.460
TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) 0.41
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH (FEET) = 0.10 FLOW VELOCITY(FEET/SEC.)
LONGEST FLOWPATH FROM NODE 1.00 TO NODE
0.73
11.00 = 215.00 FEET. 'I' * ** ***** ******* * ******* *** ********* ***** **** * ******** *** ** ******************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.10 IS CODE = 41
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»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) 43.70 DOWNSTREAM (FEET) 42.70
FLOW. LENGTH (FEET) = 56.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) 4.73
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER (INCH) = 4.00 NUMBER OF PIPES = 1
PIPE-FLOW (CFS) = 0.41
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 13.00
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.10 = 271.00 FEET.
****************************************************************************
_ FLOW PROCESS FROM NODE '11.00 TO NODE 11.10 IS CODE = 81 1----------------------------------------------------------------------------»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
============================================================================
100 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.556
RESIDENTAIL (10.9 DulAC OR LESS) RUNOFF COEFFICIENT
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) =
AREA-AVERAGE RUNOFF COEFFICIENT
SUBAREA AREA(ACRES) 0.16
TOTAL AREA(ACRES) = 0.41
TC(MIN.) = 13.00
88
= 0.5146
SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =
= .6000
0.34
0.75
11****************************************************************************
FLOW PROCESS FROM NODE 11.10 TO NODE 23.00 IS CODE = 41
I »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««<
============================================================================
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ELEVATION DATA: UPSTREAM (FEET) 31.40 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 75.00. MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) 3.82
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER (INCH) = 6.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 0.75
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 13.33
30.70
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 23.00 = 346.00 FEET.
11****************************************************************************
-FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 10
II==~~~~:~~~:~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~:~~~:::::~~~~~~~~~~~~~~===
I ****************************************************************************
. FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
~-----------------------------------------------------------------------------»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 1============================================================================
, RESIDENTAIL (10.9 DUlAC OR LESS) RUNOFF COEFFICIENT = .6000
SOIL CLASSIFICATION IS "D"
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S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH(FEET) =
UPSTREAM ELEVATION(FEET) = 46.00
DOWNSTREAM ELEVATION(FEET) = 41.30
ELEVATION DIFFERENCE(FEET) = 4.70
SUBAREA OVERLAND ·TIME OF FLOW(MIN.) =
100 YEAR RAINFALL INTENSITY (INCH/HOUR)
NOTE: RAINFALL INTENSITY IS BASED ON Tc
SUBAREA RUNOFF(CFS) = 0.51
75.00
4.228
6.587
= 5-MINUTE.
TOTAL AREA (ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.51
****************************************************************************
FLOW PROCESS FROM NODE 21. 00 TO NODE 22.00 IS CODE = 51
»»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««<
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_ »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< :1==~~~~~;~~;=~~;~7=~;;;;~;~;~~;~=:=====~~~;~==~~;;;;;~;~;~~;~=:=====;~~;~==
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CHANNEL LENGTH THRU SUBAREA (FEET) = 100.00 CHANNEL SLOPE 0.0680
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH (FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.587
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
RESIDENTAIL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT .6000
SOIL CLASSIFICATION IS "0"
S.C.S. CURVE NUMBER (AMC II) = 88
TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 1.19
TRAVEL ~IME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 3.85
AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) 0.43
Tc(MIN.) = 4.66
SUBAREA AREA(ACRES) 0.34 SUBAREA RUNOFF(CFS) 1.34
AREA-AVERAGE RUNOFF COEFFICIENT 0.600
TOTAL AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) 1.86
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH (FEET) = 0.08 FLOW VELOCITY(FEET/SEC.)
LONGEST FLOWPATH FROM NODE 20.00 TO NODE
4.35
22.00 = 175.00 FEET .
. ****************************************************************************
I FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 41
,----------------------------------------------------------------------------
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< 1I==~~~~~;~;~=;~;~7=;;;;;~;~;~~;~=:====;~~;~==;;;~;;;~~~;~~;~=:====;~~;~====
FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013
I ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.46
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER (INCH) = 6.00 NUMBER OF PIPES = 1
I PIPE-FLOW (CFS) = 1.86
. PIPE TRAVEL TIME (MIN.) = 0.12 Tc (MIN.) =
LONGEST FLOWPATH FROM NODE 20.00 TO NODE
4.78
23.00 = 242.00 FEET.
1* * * *** * * ** * * * *** * * ** * * * * ** * * ** * ** *** * * * * * ** *** * ** * ** * *** ***.** * * * *** * ** * * ** **
FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< 11============================================================================
. ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.86 4.78 6.587
AREA
(ACRE)
0.47
23.00
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LONGES.T FLOWPATH FROM NODE 20.00 TO NODE
** MEMORY
STREAM
NUMBER
BANK # 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
0.75 13.33 3.499
AREA
(ACRE)
1
LONGEST FLOWPATH FROM NODE 1.00 TO NODE
0.41
23.00
242.00 FEET.
346.00 FEET.
1
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** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
2.13
1. 74
TABLE **
Tc
(MIN. )
4.78
13.33
INTENSITY
(INCH/HOUR)
6.587
3.499
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 2.13 Tc(MIN.) = 4.78
1 TOTAL AREA(ACRES) = 0.88 .
****************************************************************************
FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 12
1----------------------------------------------------------------------------»»>CLEAR MEMORY BANK # 1 ««< .
============================================================================
1****************************************************************************
FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 41
----------------------------------------------------------------------------
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
1 »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««<
===========================================================;================
ELEVATION DATA: UPSTREAM (FEET) = 30.70 DOWNSTREAM (FEET) = 29.40
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 I ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) 10.83
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
I GIVEN PIPE DIAMETER (INCH) = 6.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 2.13
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 4.98
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 24.00 476.00 FEET.
1+--------------------------------------------------------------------------+ I Pump to Detention Basin I
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!::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::!
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END OF STUDY SUMMARY:
TOTAL AREA (ACRES)
PEAK FLOW RATE(CFS)
0.88 TC(MIN.) =
2.13
4.98
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
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II. CALCULATIONS
PROPOSED HYDRAULIC
• TIONAL METHOD HYDROGRAPH PROGRAM
IOPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RU N DATE 2115/2005
IYDROGRAPH FILE NAME Text1
ME OF CONCENTRATION 5 MIN.
HOUR RAINFALL 2.5 INCHES
BASIN AREA. 0.95 ACRES
f NOFF COEFFICIENT 0.6
AK DISCHARGE 2.18 CFS
TIME (MIN) = 0 DISCHARGE (CFS) = 0
TIME (MIN) = 5 DISCHARGE (CFS) = 0.1
I ME (MIN) = 10 DISCHARGE (CFS) = 0.1
ME (MIN) = 15 DISCHARGE (CFS) = 0.1
. IME (MIN) = 20 DISCHARGE (CFS) = 0.1
TIME (MIN) = 25 DISCHARGE (CFS) = 0.1
l iME (MIN) = 30 DISCHARGE (CFS) = 0.1
IME (MIN) = 35 DISCHARGE (CFS) = 0.1
IME (MIN) = 40 DISCHARGE (CFS) = 0.1
:2.?_I!M£"<MINt:'"..4.~_"_. ___ ... _Jl!'§_Q!:!A.RG.t;..f9f$.t =:_.Q~l .. __ ~IME (MIN) = 50 DISCHARGE (CFS) = 0.1
IME (MIN) = 55 DISCHARGE (CFS) = 0.1
IME (MIN) = 60 DISCHARGE (CFS) = 0.1
IME (MIN) = 65 DISCHARGE (CFS) = 0.1
TIME (MIN) = 70 DISCHARGE (CFS) = 0.1
l iME (MIN) = 75 DISCHARGE (CFS) = '0.1
IME (MIN):: 80 DISCHARGE (CFS) = 0.1
IME (MIN) = 85 DISCHARGE (CFS) = 0.1
TIME (MIN) = 90 DISCHARGE (CFS) = 0.1
" IME MIN = 95 DISCHARGE (CFS) = 0.1
IME (MIN) = 100 DISCHARGE (CFS) = 0.1
IME (MIN) = 105 DISCHARGE (CFS) = 0.1
TIME (MIN) = 110 DISCHARGE (CFS) = 0.1
TIME (MIN) = 115 DISCHARGE (CFS) = 0.1
l iME (MIN) = 120 DISCHARGE (CFS) = 0.1
IME (MIN) = 125 DISCHARGE (CFS) = 0.1
IME (MIN) = 130 DISCHARGE (CFS) = 0.1
TIME (MIN) = 135 DISCHARGE (CFS) = 0.1
•
ME (MIN) = 140 DISCHARGE (CFS) = 0.1
.. IME MIN} = 145 DISCHAR_~~"{~f~2 =....9_.2 __
IME (MIN) = 150 DISCHARGE (CFSr= 0.2
TIME (MIN) = 155 DISCHARGE (CFS) = 0.2
l iME (MIN) = 160 DISCHARGE (CFS) = 0.2
IME (MIN) = 165 DISCHARGE-(CFS) = 0.2
IME (MIN) = 170 DISCHARGE (CFS) = 0.2
TIME (MIN) = 175 DISCHARGE (CFS) = 0.2
TIME (MIN) = 180 DISCHARGE (CFS) = 0.2
IME (MIN) = 185 DISCHARGE (CFS) = 0.2
IME (MIN) = 190 DISCHARGE (CFS) = 0.2
IME MIN = 195 DISCHARGEj9FS) = 0.2
TIME (MI ) = 200 -orSCHAR<:3ETCI=S)=-~
l iME (MIN) = 205 DISCHARGE (CFS) = 0.3
IME (MIN) = 210 DISCHARGE (CFS) = 0.3
IME (MIN) = 215 DISCHARGE (CFS) = 0.3
TIME (MIN) = 220 DISCHARGE (CFS) = 0.4
_
TIME (MIN) = 225 DISCHARGE (CFS) = 0.4
IME (MIN) = 230 DISCHARGE (CFS) = 0.5
IME (MIN) = 235 DISCHARGE (CFS) = 0.7
IME (MIN) = 240 DISCHARGE (CFS) = 2.6
t>ju_ TIME MIN = 245 DISCHARGE (CFS) = 2.18
IME (M N) = 250 DI C ffi"GETCFS}=1>-:a--
IME (MIN) = 255 DISCHARGE (CFS) = 0.4
IME (MIN) = 260 DISCHARGE (CFS) = 0.3
TIME (MIN) = 265 DISCHARGE (CFS) = 0.3 aJIME (MIN) = 270 DISCHARGE (CFS) = 0.2
IME (MIN) = 275 DISCHARGE (CFS) = 0.2
IME (MIN) = 280 DISCHARGE (CFS) = 0.2
TIME (MIN) = 285 DISCHARGE (CFS) = 0.2
TIME (MIN) = 290 DISCHARGE (CFS) = 0.2 ~~IN) = 295 DISCHARGE (CFS) = 0.1 ~§-~IN) = 300 DISCHARGE (CFS) = 0.1
TIME (MIN) = 305 DISCHARGE (CFS) = 0.1
. TIME (MIN) = 310 . DISCHARGE (CFS) = 0.1
I TIME (MIN) = 315 DISCHARGE (CFS) = 0.1
TIME (MIN) = 320 DISCHARGE (CFS) = 0.1
TIME (MIN) = 325 DISCHARGE (CFS) = 0.1
TIME (MIN) = 330 DISCHARGE (CFS) = 0.1
TIME (MIN) = 335 DISCHARGE (CFS) = 0.1
TIME (MIN) = 340 DISCHARGE (CFS) = 0.1
TIME MIN = 345 __ DISCHARGE (CFS) =._0_.1 __
I-/YP!2o &!J2A,PfI
P~Vc:..~JfJPe> HY.D/201-e>~y
,P'&:1Je, 2-3¥ PA-r4 AV£NetE -.
l iME (MIN) = 350
IME (MIN) = 355
IME (MIN) = 360
1LfTIME (MIN) = 365
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DISCHARGE (CFS) = 0.1
DISCHARGE (CFS) = 0.1
DISCHARGE (CFS) = 0.1
DISCHARGE (CFS) = 0
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1****************************************************************************
HYDRAULICS ELEMENTS -II PROGRAM PACKAGE
STORAGE BASIN HYDROGRAPH ROUTING MODEL 1****************************************************************************
(c) Copyright 1983-2003 Advanced Engineering Software (aes)
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Ver. 8.0 Release Date: 01/01/2003 License ID 1459
Analysis prepared by:
bHA, Inc.
5115 Avenida Encinas, Suite L
Carlsbad, Calif 92008
1----------------------------------------------------------------------------FILE NAME: K:\HYDRO\0960\DET1.DAT
TIME/DATE OF STUDY: 14:20 02/18/2005
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============================================================================
DETENTION BASIN ANALYSIS
FOR 234 qATE AVENUE
CITY OF CARLSBAD
Detention basin volume = two 24-inch pipes at 130 feet,
4-inch pipe at 130 feet and two 4' x 6' catch basins.
ENTERED INFORMATION: II----;~;~~-~~~~;;-~;-~~;~~;-~~~;;~~~~-~~;~;~~~;-:---;~----------------------
CONSTANT HYDROGRAPH TIME UNIT (MINUTES) = 5.000
II----~~;~~~~-~;;~;;~~~~~;~;;;~:~;~~~~;~~;;~~~::~-:----~~~~------------------
* INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW *
* NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) *
* 1: 0.00* 2: 0.10* 3: 0.10*
* 4: 0.10* 5: 0.10* 6: 0.10* 1
* 7: 0.10* 8: 0.10* 9: 0.10*
* 10: 1.00* 11: 0.10* 12: 0.10*
* 13: 1.00* 14: 0.10* 15: 0.10*
* 16: 0.10* 17: 0.10* 18: 0.10* I
* 19: 0.10* 20: 0.10* 21: 0.10*
* 22: 0.10* 23: 0.10* 24: 0.10*
* 25: 0.10* 26: 0.10* 27: 0.10*
* 28: 0.10* 29: 0.10* 30: 0.20* I
* 31: 0.20* 32: 0.20* 33: 0.20*
* 34: 0.20* 35: 0.20* 36: 0.20*
* 37: 0.20* 38: 0.20* 39: 0.20* I * 40: 0.20* 41: 0.30* 42: 0.30*
* 43: 0.30* 44: 0.40* 45: 0.40*
* 46: 0.50* 47: 0.70* 48: 2.60*
* 49: 2.18* 50: 0.60* 51: 0.40* II
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* 52: 0.30* 53: 0.30*
* -55: 0.20* 56: 0.20*
* 58: 0.20* 59: 0.10*
* ~1: 0.10* 62: 0.10*
* 64: 0.10* 65: 0.10*
* 67: 0.10* 68: 0.10*
* 70: 0.10* 71: 0.10*
* 73: 0.10* 74: 0.00*
54:
57:
60:
63:
66:
69:
72:
0.20*
0.20*
0.10*
0.10*
0.10*
0.10*
0.10*
II====~~~~~=~~~=~~~~~~=~~=~~~~~=~~~=~~~~~~~~~=~~~~~~~~~~================== TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 11
II----:;~~~;=~~;;~--~;;~;~----;~;;~;;--::;~~~;=~~;;~--~;;~;~----;~;;~;;--:--
* (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE~FEET) (CFS) *
* 0.000 0.000 0.000** 0.500 0.004 0.800*
* 1.000 0.014 0.800** 1.500 0.020 0.800*
* 2.000 0.024 0.800** 2.500 0.025 0.800*
* 3.000 0.025 0.800** 3.500 0.026 0.801* I
* 4.000 0.026 0.801** 4.500 0.027 0.801*
I * 5.000 0.027 0.801**
****************************************************************************
I INITIAL BASIN DEPTH(FEET) = 0.00
INITIAL BASIN STORAGE(ACRE-FEET) = 0.00
INITIAL BASIN OUTFLOW(CFS) = 0.00
II----;~~~~:~i~~;~~~g~~~~~~-~;~:~~~~~~~~~;~~~-;~~~~~~------------------------
NUMBER (ACRE-FEET) (ACRE-FEET)
I 1 0.00000 0.00000
2 0.00095 0.00645
3 0.01074 0.01626
4 0.01704 0.02256
I 5 0.02124 0.02676
6 0.02184 0.02736
7 0.02234 0.02786
8 0.02294 0.02846
I 9 0.02344 0.02896
10 0.02404 0.02956
11 0.02454 0.03006
WHERE S=STORAGE(AF)iO=OUTFLOW(AF/MIN.);DT=UNIT(MIN.)
11---------------------------------------------------------~------------------
II
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*UNIT-HYDROGRAPH STORAGE-BASIN ROUTING*
NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES
OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE
AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL.
I GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME
----------------------------------------------------------------------------
TIME INFLOW OUTFLOW STORAGE
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(HOORS) (CFS) (CFS) (ACRE-FT) O. 1. 1. 2. 3.
I 0.08 0.00 0.00 0.000 0
[BASIN DEPTH(FEET) = 0.00)
0.17 0.10 0.09 0.000 .0
[BASIN DEPTH(FEET) = O. OS]
I 0.25 0.10 0.10 0.000 .0
[BASIN DEPTH (FEET) = 0.06]
0.33 0.10 0.10 0.000 .0
I [BASIN DEPTH(FEET) = 0.06]
0.42 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06)
0.50 0.10 0.10 0.000 .0
I [BASIN DEPTH(FEET) = 0.06]
0.58 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
0.67 0.10 0.10 0.000 .0
I [BASIN DEPTH(FEET) = 0.06]
0.75 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
0.83 1. 00 0.80 0.004 .0 I
I [BASIN DEPTH (FEET) = 0.53]
0.92 0.10 0.27 0.001 .I 0
[BASIN DEPTH (FEET) = 0.17]
1. 00 0.10 0.12 0.001 .0
I [BASIN DEPTH(FEET) = 0.08]
1. 08 1. 00 0.80 0.004 .0 I
[BASIN DEPTH (FEET) = 0.53]
I
1.17 0.10 0.27 0.001 .I 0
[BASIN DEPTH (FEET) = 0.17]
1. 25 0.10 0.13 0.001 .0
[BASIN DEPTH (FEET) = 0.08]
I 1.33 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
1. 42 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
I 1. 50 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
1. 58 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
I 1. 67 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
1. 75 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
I 1. 83 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
1. 92 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
I 2.00 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
2.08 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
I 2.17 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
2.25 0.10 0.10 0.000 .0
I [BASIN DEPTH (FEET) = 0.06]
2.33 0.10 0.10 0.000 .0
[BASIN DEPTH(FEET) = 0.06]
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2.42 0.10 0.10 0.000 .0
I [BASIN DEPTH (FEET) = 0.06]
2.50 0.20 0.19 0.001 0
[BASIN DEPTH (FEET) = 0.12]
I 2.58 0.20 0.20 0.001 0
[BASIN DEPTH (FEET) = 0.12]
2.67 0.20 0.20 0.001 0
[BASIN DEPTH (FEET) = 0.12]
I 2.75 0.20 0.20 0.001 0
[BASIN DEPTH (FEET) = 0.12]
2.83 0.20 0.20 0.001 0
[BASIN DEPTH (FEET) = 0.12]
I 2.92 0.20 0.20 0.001 0
[BASIN DEPTH (FEET) = 0.12]
3.00 0.20 0.20 0.001 0
[BASIN DEPTH (FEET) = 0.12]
I 3.08 0.20 0.20 0.001 0
[BASIN DEPTH (FEET) = 0.12]
3.17 0.20 0.20 0.001 0
[BASIN DEPTH (FEET) = 0.13]
I 3.25 0.20 0.20 0.001 0
[BASIN DEPTH (FEET) = 0.13]
3.33 0.20 0.20 0.001 0
[BASIN DEPTH (FEET) = 0.13]
I 3.42 0.30 0.29 0.001 0
[BASIN DEPTH (FEET) = 0.18]
3.50 0.30 0.30 0.001 0
I [BASIN DEPTH (FEET) = 0.19]
3.58 0.30 0.30 0.001 0
[BASIN DEPTH(FEET) = 0.19]
3.67 ' 0.40 0.39 0~002 0
I [BASIN DEPTH (FEET) = 0.24]
3.75 0.40 0.40 0.002 0
[BASIN DEPTH (FEET) = 0.25]
3.83 0.50 0.49 0.002 OI
I [BASIN DEPTH (FEET) = 0.30]
3.92 0.70 0.67 0.003 0
[BASIN DEPTH (FEET) = 0.42]
4.00 2.60 0.80 0.016 .0 I
I [BASIN DEPTH (FEET) = 1.19]
4.08 2.18 0.80 0.025 .0 I
[BASIN DEPTH (FEET) = 3.29]
4.17 0.60 0.80 0.024 1.0
I [BASIN DEPTH (FEET) = 2.05]
4.25 0.40 0.80 0.021 I .0
[BASIN DEPTH(FEET) = 1. 68]
4.33 0.30 0.80 0.018 I .0
I [BASIN DEPTH(FEET) = 1. 35]
4.42 0.30 0.80 0.014 . I .0
[BASIN DEPTH(FEET) = 1. 07]
I 4.50 0.20 0.80 0.010 I .0
[BASIN DEPTH(FEET) = 0.84]
4.58 0.20 0.80 0.006 I .0
[BASIN DEPTH(FEET) = 0.63]
I 4.67 0.20 0.59 0.003 I O.
[BASIN DEPTH(FEET) = 0.37]
4.75 0.20 0.26 0.001 IO
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I
I
[BASIN
4.83
[BASIN
4.92
[BASIN
5.00
[BASIN
5.08
[BASIN
5.17
[BASIN
5.25
[BASIN
5.33
[BASIN
5.42
[BASIN
5.50
[BASIN
5.58
[BASIN
5.67
[BASIN
5.75
[BASIN
5.83
[BASIN
5.92
[BASIN
6.00
[BASIN
6.08
[BASIN
6.17
[BASIN
DEPTH (FEET) =
0.20 0.21
DEPTH (FEET) =
0.10 0.12
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.·10 0.10
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.10 0.10
DEPTH (FEET) =
0.00 0.01
DEPTH (FEET) =
0.16]
0.001 0
0.13]
0.001 .0
0.07]
0.000 .0
0.06]
0.000 .0
O. 06]
0.000 .0
O. 06]
0.000 .0
O. 06]
0.000 .0
0.06]
0.000 .0
0.06]
0.000 .0
O. 06]
0.000 .0
0.06]
0.000 .0
0.06]
0.000 .0
O. 06]
0.000 .0
0.06]
0.000 .0
0.06]
0.000 .0
0.06]
0.000 .0
0.06]
0.000 0
0.01]
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III. EXHIBITS
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IV. REFERENCES
---------~---------
I I 10.0
9.0
13.0
1.0
.'-~ ..... "-N.:~ I I J II Ii I I I III I III 1\ II ; I r-. l"-
:-... I'.
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1" i "I
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4.0
3.0
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'NJ ~I }~ I t-! i , . .r ~ Ii I I I ~~
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~ {~I I ~I'I: , ! I , ,I
"!-. I ! I ~! II
~ ·I! iJ I ~. I~~
/1 I ~II~ I WI, I ! I I I "N 1111 I I I i I-i i,'1
.~ I II I tll!11 II ~i-l! I II ~ I I! it
i 1 j I II II ! I I I I ! I . it'! '
I i I ! II III .
, I I i I III I j I III I I '
II I II! ,I i j
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--~ -:-1'· -' .,. . .. .. ' " 1 --I J )
! i I I 1-•. I-..J. -+ft -I""~+'I"" . f I I , , I o.
5 6 7 8 910 15 ,,0 --
Minutes
I I I I II III Ii I I
I I 1111 I III II
EQUATION III I I II = 7.44 Pe 0-0.645 Ii II ; I I' I == Intensity (inlhr) . ijl I Ps = ·S·Hour Precipitation ( in) ~
I II II D = Duration (min)
"I III' .~~.IIII II. III II I
I ~ I' j II i I I I II I IIII I
I I I. . tth
i I II I !i+ l"-I I I III IIIIII
\i', ' ~
I III!I I" riibJ .11 ~'i' I II II
I ! T I'-~ r~ ~ I ~ ~ "I I" 'i, ~ IN-II t .,-I"'-!i-Ii'} N..~ I
I I I ~ too... 'J'.I I' I i I'H I I
I j, ~l r.J. I ~ I . I 1.l1! 1'1i'-~IJ II ~ % i III • i . "'h I. Ii.! I ',I
II No I ~, IFW
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.. ~.... " I' • .j. • r .1 ~ -' + ' I I I " ! I I . , I . , h I t ~ r II . TI 1 .1 ,II ...
2. 3 4 5 6
Duration Hours
0> ± o !:i
'U @
Q.
6.0 '!2.
5.5 §:
5.0 g'
4.55'
Cl 4.0 i5
3.5.!!!.
3.0
2.5
2.0
1.5
1.0
Intensity-Duration Design Chart -Template
~~.
Directions for Application:
(1) From precipitation maps determine 6 hr and 24 hr amounts
for the selected frequency. These maps are included in the
County Hydrology Manual (10, 50, and 100 yr maps Included
in the Design and Procedure Manual).
(2) Adjust 6 hr precipitation (if necessary) so that it is within
the range of 45% to 65% of the 24 hr precipitation (not
applicaple to Desert).
(3) Plot 6 hr precipitation on the right side of the chart.
(4) Draw a line through the point parallel to the plotted lines.
(5) This line Is the Intensity-duration curve for the location
being analyzed.
Application Form:
{a) Selected frequency -/!!.!!-year
""-f. ~.~ 1/ '2 P /' . (b) P 6 = _7'f""TJ __ in., P24 = _¥_,_..7_. P 6 ::: _tJ_()_ %(2)
.' <L1'..'t ~ 24 (c) Adjusted P6(2) = _Jl""fj __ il'!':" .
(d) tx = ~ min.
(e) I '" ~ in.lhr.
Note: This chart replaces the Intensily~Duration-Frequency
curves used since 1965.
~FIGURE
3-1 ---..;,
I I I ~~~~ I ~1~~--L.---+-~1Lt---I!!G~~ I
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I ~~~~~J~-+~i--I-n~ I Ilf~
I~~~+_-+-~~-~~~~r-~
I z
I ~~~~--~--~T~:
: L~~~--i--t-~1-~·~~· .
I c::>
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---- ---
San Diego County Hydrology Manual
Date: June 2003
--- ---
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
- -
Section:
Page:
Land Use Runoff Coefficient "C"
Soil Type
NRCS Elements Coun Elements %IMPER. A B C
Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30
Low Density Residential (LDR) Residential, 1.0 DUI A or less 10 0.27 0.32 0.36
~~w Density Residential (LDR) Residential, 2.0 DUI A or less 20 0.34 0.38 0.42
Low Density Residential (LDR) Residential, 2.9 DUI A or less 25 0.38 0.41 0.45
Medium Density Residential (MDR) Residential, 4.3 DUI A or less 30 0.41 0.45 0.48
Medium Density Residential (MDR) Residential, 7.3 DUI A or less 40 0.48 0.51 0.54
R Residential, 10.9 DU/A or less 45 0.52 0.54 0.57
Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60
High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69
High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78
CommerciallIndustrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78
CommerciallIndustrial (G. Com) General Conimercial 85 0.80 0.80 0.81
CommerciaVIndustrial (O.P. Coin) Office Professional/Commercial 90 0.8~ 0.84 0.84
CommerciallIndustrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84
CommerciaVIndustrial (General I.) General Industrial 95 0.87 0.87 0.87
---
3
60f26
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).
Dl)IA == dwelling 1l1iits per acre
NRCS = National Resources Conservation SerVice
3-6
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San Diego County Hydrology Manual
Date: June 2003
Section:
Page:
3
12of26
Note that the Initial Time of Concentration should be reflective of the general land-use at the
upstream end of a drainage basin. A single lot with an area of two .or less acres does not have
a significant effect where the drainage basin area is 20 ·to 600 acres.
Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in
hydrology studies. Initial Ti values based on average C values for the Land Use Element are
also included. These values can be used in planning and design applications as described
below. Exceptions may be approved by the "Regulating Agency" when submitted with a
detailed study.
Table 3-2
MAXIMUM OVERLAND FLOW LENGTH (L~
& INITIAL TIME OF CONCENTRATION (TI)
Element* DUI .5% 1% 2% 3% 5% 10% ..
Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti
Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9
LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4
LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8
LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100. 7.0 100 5.6 ..
MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3
MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8
MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5
MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3
HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 ,4.3 100 3.5
HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7
N.Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7
G.Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4
O.P.lCom 50 4.2 60 3.7 70 3.1 80. 2.9 90 2.6 100 2.2
Limited 1. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.,6 100 2.2
General 1. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9
*See Table 3-1 for more detailed description
3-12
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BY 6. 7C/CC? I SH~~ OF' LL o E RICCI,-CIVIL ENGINEERING APPROVED 04,/ ~L<-~ C ~M---'-
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o 'E RICCI, CIVIL ENGINEERiNG
BY c', !2/e('1 SHEET ~ OF 4-
APPROVED ~.-u 'Ak ?:e C2.;<?c, .. :
FILE NO. /98~OZ/ DATE 5/22/00 1014 WilT WA»t'NOTQN IT .• SAN 01100. CAl.,lfI.1710l TIL.f.P't-tONI 7N--311~
• CIVIL. ENGINEERING • LANO Pl.,ANNING • SURVEYING • STRUCTURAL. DESIGN PROJECT (?aR/5B.41) GG,4(!1./ €,5[?4 res
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BY G: ;1?/C!GI . . SHEET '3 OF 4 o . E RICC', CIVIL ENGINEERING APPROVED G-a/<;?u~. C:::J::'u?,.-..
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use. 8/' Pf/.(J. @ 0,60/0 MIN.
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SUBJECT 1"2I2/-JIAJ4(:ZG 126POIZ r FOR (}/-}iZt..S?3~J:) 136.4(JH' G sr.4"TeE 5
C.r. 99-£)/
77-1£ 12e..57 OF /2U,u-OFr F!20A/l ;::)5-1 WILL. Be c?O/v(6)/(£Z;;>
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TABLE 2
RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN)
C oe ff i c i en t , C
Soi I Type( I)
Land Use
A B C 0
Res j dent i a I:
S i n9 I e F am i I y .40 .45 .50 ®
Multi-Units .45 .50 .60 @
Mob j I e homes .45 .50 .55 .65
Rura 1 (lots greater than 1/2 acre) .30 .35 .40 .45
Corrvnerci a 1 (2) .70 .75 .80 .85
80010 Impervi ous
Industrial (2) .80 .85 .90 .95
90% Impervious
NOTES:
(I) Obtain soi I type from Appendices IX-CI thru IX-c4.
(2)Where actual conditions deviate significantly from the tabulated impervious-
ness values of BO% or 90%. the values given for coefficient C, may be revised
by multiplying BO% or 90% by the ratio of actual imp~rviousness to the '
tabulated imperviousness. However, in no ca~e shall the final coefficient
be less than 0.50. For example: Consider commercial 'property on D soil.
Actual imperviousness = 50%
Tabulated imperviousness = 8~1o
Revised C = 50 x 0.B5 = 0.53
80
APPENDIX IX-'S
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-... --.. --.---_ .. -._-----_ .......... -.. ---'--'" . ----_ .. --. _. _ ..... "--"'--"---
EQU/lTIOt1l
Tc. (111L J) .385"
lC = llm<!! 01 cO/7c<!!/7I.n:lf/o/7
L· L~n911;' '01 waft:>r.snt:>d
:JLJOO
1/ r f)//I'~rt:>/7ce in ~/t!'vaflon alan!?
~/I'~clly~ slo.o~ lin~ (St:~ /l,Ppt:ndlx :f.B) ;;.
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1-___ 60
5tJ
40
I '" StJa/J
as
3tJ NOTE
[FORNATURP:L'WATERSHEDSj
ztJ H ADD TEN MINUTES TO P ~~f~~gN:IME OF coj
/0
P/?oP. Co.v?:?
--~--~------~---------------
·r;J<I:Jr.. COIJD.
H L
SAN 01 EGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
DES IGN MANUAL
APPROVED, ,3,/1. /~~~
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"-", " "
NOMOGRAPH FOR DETERMINATION
OF TIME OF CONCENTRATION (Tc)
FCR NATURAL WATERSHED~
DATE /2./1/69 APP.ENDIX X-A V-A-10 Rey. 5/81
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COu/ITY OF SAN DIEGO
DEPARTMENT OF SANITATION &
.. -flOOD CONTROL
45'
'-
15' ~u, <' I I _.,. '7 ,.
33°
45 ' I _ /I (Ii" Ii" .. Ii 7'1
Prepnf,:d by
u.s. DEPARTMENlr OF COMMERCE
118' hS' 3D' 15' 1) 7° 30' 15 I IT 6°
r .'_ ._ _ _ _ _ _ _ _ _. _._ .... -.-.. _ ~_:~'. ~~~ •• ..-_. ___ .•• __ ._,_. __ __
COUNTY OF SAN DIEGO
OEPARTHENT OF SANITATION &
FLOOO CONTROL 100-YEl\fl 24-UOl~f~ rm::C!PIT A TlON
--20JISOPlUVIAlS Of 100 -VEfHl 24-UOUIl
(0
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p,elll'!'d by
U.S. DEPARTMEN r OF COMMEI<CE
I NA'nONAL OC!iIl:\IC AN 0 AT, O:iI'IIIi:H1C hO~IINISTHATION i;';. SPECIAL STUOIES \j~ANCII, OI'I'ICl! 01' II'!'DIWLOGY, NATIONJ\L W~AT'IIW Sc.RVICE ~.. . ~., . )0' --I f·-----11------tI-----_______ _
X
X H
I ::c
II n° I,~:; I Jo i Jrj I 117 0 I,~; I :10 1
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IInlll~MI'TY VT fI
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rNTENSIT( .. OUl\ATION DESIGN CHI\RT
O'I"r-:.:"~': rrr'1Tn r:rrrlnrrnmll.H.jj,lIl1ll1l1l1o. .. ,'Io'ffi,I-=,., • ·'-·r:L ... ~.LLH·HIn;dlTii I" ~,~t>~~~.~~::.~:> j. Equation: I:: 7.44 P6 D -.645.
1. ~~~ "r'b", -:;;. ~ ; . "1 j
~ . " : ~~~~ ... ',':: : .' I :: Intensity nn./Hr.) . " l'I.-~~~~r-.:1~t-· ,~ '.' nn . P 6 =, 6 Hr. Precipitation (In.)
4,Z.: ~;t~~ imlJ ~ ~~I!nti J.,D = Duration (Min,)
r·, r--.l+~!:~1 t ~ I 1t Illi'r! :' .:::. ::'. : .,
I 1III ' '1:"':1':": -.
Directions for Application:
1) From precipi tation flaps detenni ne 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed in the County Hydrology
Manual (1·0, 50 and 100 yr. maps included in the
Design and Procedure Manual).
3.l-t'-I":"L:~"H ~-'I:I.l1mtm"lmi·'~~:· ~~III "'.:;~.::~::~: .
,:: .:. i'5t::J.".: ~~. : JH:.rr!./ It ~ .. 'J I n-~ f t II ::: = :. = :~~: '!f:' ::t I' . i:t<1 ~'II ,':' ...... ~ 1/ I ( I ~I ~ {' - -1'--.. -• --(., '" , ~"': ~ ::-.. ~...: -'. >1 ~ .. ('r (' II .,!..: I I' I~I I='=~ ~ .:-.:..: ''', . . t I I" 11'0 ,11' '=' ... , , _ ... , " .. I m -., ~ .. :'.. ~ :: .... t ~ It ~I I II m 1'1 I-..... --.. , .. , . :. I I I -;:: ,,,+ J~t rJ m!~.~ M'lllijjilllt~nll, I' ~~~t::J •. ::.:: .:.~ j': I lij, I . g 13) ~ '. '1~" .~'.:--~~ 1.1" 111·1·~·r-rrJII"lmll~[lijIIII~"~~~ 'I"~·. 'U'i ,f! til ~
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Q} --,~,~"" 'r ~~II II~II J NtN:rn'~~qHhll -'.
2} Adjust 6 hr. precipitation (if necessary) so
that it is within the range of 45% to 65% of
the 24 hr. precipitation. (Not nrrlicable to Desert)
Plot 6 hr. precipitation on the rioht side
of the chart.
Draw a line through the point parallel to the
~ -: ''1'--"If!,' I .,j'.~ I'W' JII . ~ Ir'it'l dL~ I .}1.n-01$.~~'! ! ~ 15) Thi S 1 ine. is th~ intensity-duration curve for
......,' 1. 1-"1-,:-'" [+'1'N: t'j ,',' 'Ill'! .-' r II'~ 'l:I~ '" K-!,Jt III i~l'!.:, 6.0 !=:-the 1 oca tlOn bel n9 analyzed. ~ t!l .-",,, .... -... '-ll I.! f 'l't' 'f~f . I· ,11,lSlfKI+}J 'I. ~ IIPiGl1s .s ~ .
. 'r-'.8 ,--:-: .: -.~ ---.,. . jj' ~·I . ~ I I-+'~t· J-t} 1.\. 'I I., 1'1' .. mtill! ,5.0 :J
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III .• 3 .:.:: .. ~ . . .. ~ :: ,: ~: . '. . " ' , . , . .-;.' " -~ , = .... : , : 'J:I'
(l) '-... -" , -.. _.. . . • . . • . --f-.I-.• _f'~. . .. : . Will ~. ~I~I~·:::~~·~~:·:.~·:· : .... ~::'::"'.' I=~=-= ~:.~',:<': .:!~Iim' 11.5
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H ' -. -': . . . . .. . I-~ ttlJ
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plotted lines.
Application Form:
0) Selected Frequency to£) yr .
* 1) P6:: -2.~ in., P24= 4.0 . P6 = 625%*
'P"24
in. --=----2) Adjusted *P6= -?6
3) t :: /'0 min. c
4) I = 4.2 in/hr.
*Not Applicable to Desert Region
1> 10 15 20 30 40 50 1 2 3 4 5 6
Minutes I-/ntlY'~ /)-.,= ..
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~ SECTOR a CPEIRAiiliON IS liN 0 -:-t:'NlTE
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~ EOI~CIA~G!'P.~rl r:o,P'1 Of p1e?-~Ic:r~~(~) OIS!~JRGE PEr Jq~T O~AR;::Ar~~l:: = I ILL ,LUI ",i'IL' ,I h. 1 Lt u!t\'tl!'1I"'I' ",-I"l ,,1111.:,1, Ifl "It tI"I.-:".II' ..... !,,· I ,'II fi"v
OJ .2 oS.4.5 .'.7 .a.lJLO &:t.. a Q,7 0 a '0 :::0
aUnEAU OF PUel.IC ROADS CAPACITY OF 'GRATE INlET IN SUM?
OlYISlo,..rwo ViASH.. D.C. WATER PONDED ON GRATE
LUAJ(JFF (Cf$)
AJtEA (At.c:.E)
" ;; . ;1;1~1.
------..:.---..;...----------------------~----~------------------..;...------------~--------------~---------~:;.~?'7/.,:-:-.. ------·1 ;; ',', ~.
PROPOSED HYDROLOGY · LEGEND"\'iJ
20 10 0 .. 20 40 60
---~~~--
SCALE: 1n = 20'
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SUBAREA (ACRES) ; C§.05) ·· .. ~·n ..
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234 DATE A VENUE CONDOMINIUM PROJECT =::~(CFS),'.·.·.·.';' .. ~':;!·;::i
(10 YEAR STORM EVENT) . r::v ~ .... '·6' \ : .•....
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APN
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APN 208~DBO~08
APN
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CARLSBAD. CA. 92008:"'4387.
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