HomeMy WebLinkAboutCT 02-22; LA COSTA GREENS NGBHD 1.09; TENTATIVE MAP HYDROLOGY STUDY; 2002-08-30:I
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HUNSAKER
&ASSOCIATES
-=-....-:1 5 AND lEG 0, INC.
PLANNING
ENGINEERING
SURVEYING
IRVINE
RIVERSIDE
SAN DIEGO
TENATIVE MAP
HYDROLOGY STUDY
for
LA COSTA GREENS
PLANNING AREA 1.09
City of Carlsbad, California
Prepared for:
Real Estate Collateral Management Company
clo Morrow Development
DAVE HAMMAR
LEX WILLIMAN
ALiSA VIALPANDO
DANASEGUIN
1903 Wright Place
Suite 180
Carlsbad, CA 92008
W.O. 2352-47
August 30,2002
-----------------------Eric Mosolgo, R.C.E.
Water Resources Manager
10179 Huenneke!!\:Insaker & Associates San Diego, Inc.
San Diego, CA 92121
(858) 558-4500 PH
(858) 558-1414 F X
www.HunsakerSD.com
Info@HunsakerSD.com
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Hydrology Study
La Costa Greens-Planning Area 1.09
TABLE OF CONTENTS
Executive Summary
Introduction
Proposed Conditions
Summary of Results
References
Methodology
Rational Method
50-Year, 6-Hour Rainfallisopiuvial Map
Developed Condition Rational Method Analysis
50-Year, 6-Hour AES Model Output
Developed Condition Hydrology Map
SECTION,
,11
III
(Pocket)
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Hydrology Study
La Costa Greens-Planning Area 1.09
EXECUTIVE SUMMARY
Introduction
This hydrology win address onsite 50-year peak flow rates for the post-developed
condition of the La Costa Greens, Planning Area 1.09.
The La Costa Greens, Planning Areas 1.08-1.14, are located south of the proposed
extension of Poinsettia Lane and north of Alga Road along the proposed Alicante
Road in the City of Carlsbad, California (See Vicinity Map below).
VICINITY MAP
NTS
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Hydrology Study
La Costa Greens-Planning Area 1.09
Proposed Condition
Development of the site will include the construction of single-family units along with _
the associated streets, sidewalks, and internal storm drain systems. Runoff from the
site will be conveyed by a storm drain system to' the south of the property flowing·
along Street "C", collecting additional drainage from Planning Area 1.12 and
confluencing with proposed Alicante storm drain system.
The proposed Alicante storm drain system will flow to the north and confluence with
. a culvert just south of the proposed extension of Poinsettia Lane and will' then drain
through the golf course to the east and will flow eventually into the 8atiquitos
Lagoon. .
Summary of Results
This hydrology study was performed using the County Method for Hydrology,
wherein the 50-year, 6-hour storm precipitation for the La Costa Greens site is
approximately 2.6 inches and a runoff coefficient of 0.52 'is based on a dwelling unit
per acre ratio less than 4.3. .
A total of 30 cfs draining 20.3 acres will enter the storm drain system at Street "C"
from Planning Area 1.09 before draining into the proposed Alicante .
\
For existing condition and offsite analysis, please refer to UHydrology Study for La
Costa Greens, Phase I" prepared by O'Day Consultants.
References
"Drainage Design and Procedure Manual', County of San Diego, April 1993.
"Design and Procedure Manual for Flood Control and Drainage': County of San
. Diego, revised April 1993.
"San Diego Hydrology Manual': County .of San Diego, draft September 2001.
"Hydrology Study for La Costa Greens, Phase I" O'Day Consultants.
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Hydrology Study
La Costa Greens-Planning Area 1.09
METHODOLOGY & MODEL DEVELOPMENT
Drainage Design Criteria
For tributary areas less than 1 square mile, the storm drain system shall be designed
so that the combination of storm drain system capacity and overflow can convey the
1 ~O-year frequency storm without damage of adjacent existing buildings or potential
building sites. Runoff criteria for the underground storm drain system shall be based
upon a 1 DO-year frequency storm. Type D soil shall be assumed for all areas.
If no established storm discharge flows are available, then the Rational Method shall
be used to determine peak discharge rates.
. The onsite areas are presented on 1" = 40' scale hydrology map. All proposed and
existing drainage facilities, as well as drainage courses, have been denoted on this
map. For each drainage basin, the 1 DO-year runoff and drainage area to each catch
basin is noted.
Rational Method Hydrologic Analysis
Computer Software Package -AES-99.
Design Storm - 1 DO-year return interval
Land Use -Single-family residential and open space onsite; residential
developments and paved areas offsite.
Soil Type -Hydrologic Soil Group D was assumed for all areas. Group D soils have
very slow infiltration rates when thoroughly wetted. ConSisting chiefly of clay soils
with a high swelling potential, soils with a high permanent water table, soils with clay
pan or clay layer at or near the surface, and shallow soils over nearly impervious
materials, Group D soils have a very slow rate of water transmission.
Runoff Coefficient -In accordance with the County of San Diego standards, single-
family residential areas were deSignated a runoff coefficient of 0.55 while natural
areas·were designated a runoff coefficient of 0.45. When a watershed encompassed
solely pavement conditions, a runoff coefficient of 0.95 was selected.
Rainfall Intensity -Initial time of concentration values were determined using the
County of San Diego's overland flow nomograph for urban and natural areas. Per
City of Oceanside, California standards, a maximum 5-minute time increment is
added to the initial natural sub basins. Downstream T c values are determined by
adding the initial natural sub basin time of concentration and the downstream routing
time. Intensity values were determined from the Intensity-Duration Frequency curve
chart from the County of San Diego's Drainage Design Manual.
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Hydrology Study
La Costa Greens-Planning Area 1.09
Method of Analysis -The Rational Method is the most widely used hydrologic model
for estimating peak runoff rates. Applied to small urban and semi-urban areas with
drainage areas less than 0.5 square miles, the Rational Method relates storm rainfall
intensity, a runoff coefficient, and drainage area to peak runoff rate. This
relationship is expressed by the equation:
Q = CIA, where:
Q = The peak runoff rate in cubic feet per second at the pOint of
analysis.
C = A runoff coefficient representing the area -averaged ratio of
runoff to rainfall in~ensity.
I = The time-averaged rainfall intensity in inches per hour ~
corresponding to the time of concentration.
A = The drainage basin area in acres.
To perform a node-link study, the total watershed area is divided into subareas
which discharge at designated nodes.
The procedure for the subarea summation model is as follows:
(1) Subdivide the watershed into an initial sub area (generally 1 lot) and
subsequent sub areas, which are generally less than 10 acres in size. Assign
upstream and downstream node numbers to each sub area.
(2) Estimate an initial T e by using the appropriate nomograph or overland flow
velocity estimation.
(3) Using the initial Te, determine the corresponding values of I. Then Q = CIA.
(4) Using Q, estimate the travel time between this node and the next by
Manning's equation as applied to the particular channel or conduit linking the
two nodes. Then, repeat the calculation for Q based on the revised intensity
(which is a function of the revised time of concentration)
The nodes are joined together by links, which may be street gutter flows, drainage
swales, drainage ditches, pipe flow, or various channel flows. The AES-99 computer
sub area menu is as follows:
SUBAREA HYDROLOGIC PROCESS
1. Confluence analysis at node.
2. Initial sub area analysis (including time of concentration calculation).
3. Pipeflow travel time (computer estimated).
4. Pipeflow travel time (user specified).
5. Trapezoidal channel travel time.
6. Street flow analysis through subarea.
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Hydrology Study
La Costa Greens-Planning Area 1.09
7. User -specified information at node.
8. Addition of subarea runoff to main line.
9. V-gutter flow through area.
10. Copy main stream data to memory bank
11. Confluence main stream data with a memory bank
12. Clear a memory bank
At the confluence point of two or more basins, the following procedure is used to
combine peak flow rates to account for differences in the basin's times of
concentration. This adjustment is based on the assumption that each basin's
hydrographs are triangular in shape.
f
(1). If the collection streams have the same times of concentration,
then the Q values are directly summed,
(2). If the collection streams have different times of concentration,
the smaller of the tributary Q values may be adjusted as follows:
(i). The most frequent ca~e is where the collection stream
with the longer time of concentration has the larger Q.
The smaller Q value is adjusted by the ratio of rainfall
intensities.
(ii). In some cases, the.collection stream with the shorter time
of concentration has the larger Q. Then the smaller Q is
adjusted by a ratio of the T values.
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Hydrology Study
La Costa Greens-Planning Area 1.09
CHAPTER 2
METHODOLOGY
50-Year, 6-Hour Rainfaliisopl'uvial Map
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County of San Diego
Hydrology Manual
Rainfalilsopluvlals
50 Year Rainfall Event -6 Hours
/"/ Isopluvial (inches)
Map Notes
SIaIepIane f'r!!ecIkxl. Zooe6. NAD83
Creation Dale: June 22. 2001
NOTTO BE USED FOR IlfSiGN CAlCUl.I.TIONS
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Hydrology Study
La Costa Greens-Planning Area 1.09
CHAPTER 3
HYDRO LOG·Y
50-Year, 6-Hour AES Output
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****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1239
Analysis prepared by:
Hunsaker & Associates San Diego, Inc.
10179 Huennekens Street
San Diego, Californi~ (619) 558-4500
Planning Engineering Surveying
************************** DESCRIPTION OF STUDY **************************
* VILLAGES OF LA COSTA -NEIGHBORHOOD 1.09 *
* 50-YEAR DEVELOPED CONDITION HYDROLOGY ANALYSIS *
* W.O.# 2352-0047 *
**************************************************************************
FILE NAME: H:\AES99\2352\47\DEV50.DAT
TIME/DATE OF STUDY: 12:41 8/30/2002
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) 50.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.400
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED .
0.90
****************************************************************************
FLOW PROCESS FROM NODE 1. 00 TO NODE 2.00 IS CODE = . 21
-----~----------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
============================================================================
*USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4800
INITIAL SUBAREA FLOW-LENGTH = 500.00
UPSTREAM ELEVATION = 282.00
DOWNSTREAM ELEVATION = 260.00
ELEVATION DIFFERENCE = 22.00
URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) 15.230
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.083
SUBAREA RUNOFF (CFS) 3.48
TOTAL AREA(ACRES) = 2.35 TOTAL RUNOFF (CFS) 3.48
****************************************************************************
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FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
======================================================~=====================
UPSTREAM ELEVATION = 260.00
STREET LENGTH(FEET) = 390.00
S~REET HALFWIDTH(FEET) = 30.00
DOWNSTREAM ELEVATION = 239.20
CURB HEIGHT(INCHES) = 6.
. ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00
INTERIOR STREET CROSS FALL (DECIMAL) 0.020
OUTSIDE STREET CROSS FALL (DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 6.14
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.27
HALFSTREET FLOODWIDTH(FEET) = 7.29
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.73
PRODUCT OF DEPTH&VELOCITY = 1.29
STREETFLOW TRAVELTIME(MIN) = 1.37 TC(MIN) = 16.60
50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.916
*USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
. SUBAREA AREA(ACRES) = 3.52 SUBAREA RUNOFF(CFS) 5.33
SUMMED AREA(ACRES) = 5.87 TOTAL RUNOFF(CFS) 8.81
END O~ SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) 9.07
FLOW VELOCITY(FEET/SEC.) = 4.68 DEPTH*VELOCITY = 1.44
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW).««<
============================================================================
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS . 4.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 22.9
UPSTREAM NODE ELEVATION = 239.20
DOWNSTREAM NODE ELEVATION = 234.60
FLOWLENGTH(FEET) = 15.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 8.81
TRAVEL. TIME(MIN.) = 0.01 TC(MIN.) 16.62
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 4~00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 16.62
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RAINFALL INTENSITY (INCH/HR) = 2.91
TOTAL STREAM AREA(ACRES) = 5.87
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.81
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 21.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
===========================================================~=========~======
*USER SPECIFIED(SUBAREA):
pINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
INITIAL SUBAREA FLOW-LENGTH = 430.00
UPSTREAM ELEVATION = 280.00
DOWNSTREAM ELEVATION = 250.00
ELEVATION DIFFERENCE = 30.00
URBAN SUBAREA OVERLAND TIME OF FLOW-(MINUTES) 11.330
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.731
SUBAREA RUNOFF(CFS) 2.44
TOTAL AREA(ACRES) = 1.26 TOTAL RUNOFF (CFS) 2.44
****************************************************************************
FLOW PROCESS FROM NODE 21. 00 TO NODE 6.00 IS CODE = 6
»»>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA««<
============================================================================
UPSTREAM ELEVATION = 250.00
STREET LENGTH (FEET) = 235.00
STREET HALFWIDTH(FEET) = 30.00
DOWNSTREAM ELEVATION = 240.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME 'COMPUTED USING MEAN FLOW(CFS) 3.08
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.29
HALFSTREET FLOODWIDTH(FEET) = 8.18
AVERAGE FLOW VELOCITY(FEET/SEC.) 3.92
PRODUCT OF DEPTH&VELOCITY = 1.14
STREETFLOW TRAVELTIME (MIN) = 1.00 TC(MIN) = 12.33
50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.533
*USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) 1.28
SUMMED AREA(ACRES) = 1.96 TOTAL RUNOFF (CFS) 3.72
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) 9.07
FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY = 1.22
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FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
============================================================================
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 17.0
UPSTREAM NODE ELEVATION = 240.00
DOWNSTREAM NODE ELEVATION = 234.60
FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA (CFS) 3.72
TRAVEL TIME(MIN.) = 0.02 TC(MIN.) 12.35
1
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE =
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
1
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) 12.35
RAINFALL INTENSITY (INCH/HR) = 3.53
TOTAL STREAM AREA(ACRES) = 1.96
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.72
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 8:81
2 3.72
Tc
(MIN. )
16.62
12.35
INTENSITY
( INCH/HOUR)
2.914
3.529
2 ARE:
AREA
(ACRE)
5.87
1. 96
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 11. 00
:2 11. 89
Tc
(MIN. )
12.35
16.62
INTENSITY
( INCH/HOUR)
3.529
2.914
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 11.89 Tc(MIN.) = 16.62
TOTAL AREA(ACRES) = 7.82
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 25.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
============================================================================
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
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DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 16.0
UPSTREAM NODE ELEVATION = 234.60
DOWNSTREAM NODE ELEVATION =' 225.00
FLOWLENGTH(FEET) = 105,.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES L
PIPEFLOW THRU SUBAREA (CFS) 11.89
'TRAVEL TIME (MIN.) 0.11 TC (MIN. ) 16.72
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 7.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
============================================================================
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 15.0
UPSTREAM NODE ELEVATION = 225.00
DOWNSTREAM NODE ELEVATION = 203.00
FLOWLENGTH(FEET) = 290.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 11.89
TRAVEL TIME(MIN.) = 0.32 TC(MIN.) 17.05
****************************************************************************
FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
========================================================~===================
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
============================================================================
*USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
INITIAL SUBAREA FLOW-LENGTH = 500.00
UPSTREAM ELEVATION = 255.40
DOWNSTREAM ELEVATION = 245.00
ELEVATION DIFFERENCE = 10.40
URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) 18.288
50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.740
SUBAREA RUNOFF(CFS) 2.26
TOTAL AREA(ACRES) = 1.58 TOTAL RUNOFF(CFS) 2.26
****************************************************************************
FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 6
----------------------------~-----------------------------------------------
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
============================================================================
UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION = 231.00
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STREET LENGTH (FEET) = 300.00
STREET HALFWIDTH(FEET) = 30.00
CURB HEIGHT(INCHES)
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
6.
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 3.04
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.27
HALFSTREET FLOODWIDTH(FEET) = 7.29
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.69
PRODUCT OF DEPTH&VELOCITY = 1.28
STREETFLOW TRAVELTIME(MIN) = 1.07 TC(MIN) = 19.35
50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.641
*USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
SUBAREA AREA(ACRES) = 1.16 SUBAREA RUNOFF(CFS) 1.59
SUMMED AREA (ACRES) = 2.74 TOTAL RUNOFF(CFS) 3.84
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) 8.18
FLOW VELOCITY(FEET/SEC.) = 4.88 DEPTH*VELOCITY = 1.42
*************************************************************************~**
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
============================================================================
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.4
UPSTREAM NODE ELEVATION = 231.00
DOWNSTREAM NODE ELEVATION = 230.00
FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) 3.84
TRAVEL TIME(MIN.) = 0.04 TC(MIN.) 19.39
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1
-----------------------------------------------------------------~----------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
==================================~===================================~=====
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 19.39
RAINFALL INTENSITY (INCH/HR) = 2.64
TOTAL STREAM AREA(ACRES) = 2.74
PEAK FLOW RATE(CFS) AT CONfLUENCE 3.84
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****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
============================================================================
*USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
INITIAL SUBAREA FLOW-LENGTH = 350.00
UPSTREAM ELEVATION = 255.80
DOWNSTREAM ELEVATION = 250.00
ELEVATION DIFFERENCE = 5.80
URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) 16.505
50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.927
SUBAREA RUNOFF(CFS) 4.69
TOTAL AREA(ACRES) = 3.08 TOTAL RUNOFF (CFS) 4.69
****************************************************************************
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
============================================================================
UPSTREAM ELEVATION = 250.00
STREET LENGTH (FEET) = 270.00
STREET HALFWIDTH(FEET) = 28.00
DOWNSTREAM ELEVATION = 232.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00
INTERIOR STREET CROSS FALL (DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVE~TIME COMPUTED USING MEAN FLOW (CFS) 4.84
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.30
HALFSTREET FLOODWIDTH(FEET) = 8.54
AVERAGE FLOW VELOCITY(FEET/SEC.) 5.71
PRODUCT OF DEPTH&VELOCITY = 1.70
STREETFLOW TRAVELTIME (MIN) = 0.79 TC(MIN) = 17.29
50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.840
*USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 3.29 TOTAL RUNOFF(CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET)
FLOW VELOCITY(FEET/SEC.) = 5.89 DEPTH*VELOCITY
0.30
4.99
8.54
1. 75
*****************************************.***********************************
FLOW PROCESS FROM NODE 14.00 TO NODE 11.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
============================================================================
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
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DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.7
UPSTREAM NODE ELEVATION = 232.00
DOWNSTREAM NODE ELEVATION = 230.00
FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) 4.99
TRAVEL TIME(MIN.) 0.05 TC(MIN.) 17.35
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE =
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
1
=====================================================================~======
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 17.35
RAINFALL INTENSITY (INCH/HR) = 2.83
TOTAL STREAM AREA (ACRES) = 3.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.99
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 3.84
2 4.99
Tc
(MIN. )
19.39
17.35
INTENSITY
( INCH/HOUR)
2.638
2.835
AREA
(ACRE)
2.74
3.29
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
8.57
8.49
TABLE **
Tc
(MIN. )
17.35
19.39
INTENSITY
( INCH/HOUR)
2.835
2.638
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 8.57 Tc(MIN.) = 17.35
TOTAL AREA(ACRES) = 6.03
**************************************************************************'**
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3.
»»>COMPUTE PIPEFLOW TRAVELTIME THRU' SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
============================================================================
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.8
UPSTREAM NODE ELEVATION = 230.00
DOWNSTREAM NODE ELEVATION = 205.00
FLOWLENGTH(FEET) = 640.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF 'PIPES
PIPEFLOW THRU SUBAREA (CFS) = 8.57
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TRAV~L TIME(MIN.) 0.99 TC (MIN.) 18.34
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
===============================================================~============
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION'(MIN.) 18.34
RAINFALL INTENSITY (INCH/HR) = 2.73
TOTAL STREAM AREA(ACRES) = 6.03
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.57
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 21
»»>RATI,ONAL METHOD INITIAL SUBAREA ANALYSIS««<
=========================================~==================================
*USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
INITIAL SUBAREA FLOW-LENGTH = 440.00
UPSTREAM ELEVATION = 231.00
DOWNSTREAM ELEVATION = 221.00
ELEVATION DIFFERENCE = 10.00
URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) 16.657
50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.910
SUBAREA RUNOFF(CFS) 2.01
TOTAL AREA(ACRES) 1.33 TOTAL RUNOFF(CFS) 2.01
****************************************************************************
FLOW PROCESS FROM NODE 16.00 TO NODE 17'.00 IS CODE == 6
»»>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA««<
============================================================================
UPSTREAM ELEVATION = 221.00
STREET LENGTH (FEET) = 280.00
STREET HALFWIDTH(FEET) = 30.00
DOWNSTREAM ELEVATION =
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 14.00
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS)
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.27
HALFSTREET FLOODWIDTH(FEET) = 7.29
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.15
PRODUCT OF DEPTH&VELOCITY = 1.13
STREETFLOW TRAVELTIME(MIN) = 1.12 TC(MIN) =
50 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.790
17.78
2.69
206.00
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*USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET)
FLOW'VELOCITY(FEET/SEC.) 4.29 DEPTH*VELOCITY =
1.37
3.38
8.18
1.24
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE-12.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME-THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
======================================================================~=====
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS-4.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 11.6
UPSTREAM NODE ELEVATION = 206.00
DOWNSTREAM NODE ELEVATION = 205.00
FLOWLENGTH(FEET) = 10.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 3.38
TRAVEL TIME (MIN-.) = 0.01 TC (MIN.) 17.80
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
============================================================~===============
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VAL9ES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 17.80
RAINFALL INTENSITY (INCH/HR) = 2.79
TOTAL STREAM AREA(ACRES) = 2.27
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.38
****************************************************************************
FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 21
---------------------------------------------------------------------~----~-
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
===================================================================~========
*USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
INITIAL SUBAREA FLOW-LENGTH = 460.00
UPSTREAM ELEVATION = 232.00
DOWNSTREAM ELEVATION = 219.00
ELEVATION DIFFERENCE = 13.00
URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) 15.838
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.006
SUBAREA RUNOFF(CFS) 2.67
TOTAL AREA(ACRES) = 1.71 TOTAL RUNOFF(CFS) 2.67
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****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE .20.00 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA««<
============================================================================
UPSTREAM ELEVATION = 219.00
STREET LENGTH(FE~T) = 220.00
STREET HALFWIDTH(FEET) = 30.00
DOWNSTREAM ELEVATION =
CURB HEIGHT(INCHES) = 6.
206.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 4.56
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.31
HALFSTREET FLOODWIDTH(FEET) = 9.07
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.84
PRODUCT OF DEPTH&VELOCITY = 1.49
STREETFLOW TRAVELTIME(MIN) = 0.76 TC(MIN) = 16.60
50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.917
*USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
SUBAREA AREA(ACRES) = 2.49 SUBAREA RUNOFF(CFS) 3.78
SUMMED AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) 6.44
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) 9.96
FLOW VELOCITY(FEET/SEC.) 5.80 DEPTH*VELOCITY = 1.89
****************************************************************************
. FLOW PROCESS FROM NODE 20.00 TO NODE 12.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
==============================================~=============================
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 8.9
UPSTREAM NODE ELEVATION = 206.00
DOWNSTREAM NODE ELEVATION = 205.00
FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013
ESTIMA·TED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) 6.44
TRAVEL TIME(MIN.) = 0.07 TC(MIN.) 16.66
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE =
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
1
============================================================================
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1
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TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) 16.66
RAINFALL INTENSITY (INCH/HR) = 2.91
TOTAL STREAM AREA(ACRES) = 4.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.44
** CONFLUENCE DArA **
STREAM RUNOFF
NUMBER (CFS)
1 8.57
2 3.38
3 6.44
Tc
(MIN. )
18.34
17.80
16.66
INTENSITY
(INCH/HOUR)
2.735
2.788
2.909
AREA
(ACRE)
6.03
2.27
4.20
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER' (CFS) (MIN. ) ( INCH/HOUR)
1 17.74 16.66 2.909
2 17.96 17.80 2.788
3 17.94 18.34 2.735
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 17.96 Tc(MIN.) = 17.80
TOTAL AREA(ACRES) = 12.50
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 7.00 IS CODE = 3
»»>COMPUTE prPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESS.URE FLOW) ««<
============================================================================
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 13.4
UPSTREAM NODE ELEVATION = 205.00
DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) = 45.00
ESTIMATED PIPE DIAMETER (INCH)
PIPEFLOW THRU SUBAREA (CFS)
TRAVEL TIME(MIN.) 0.06
203.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
17.96
TC (MIN.) 17.85
1
****************************************************************************
FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 11
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««<
============================================================================
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 17.96 17.85 2.783
** MEMORY BANK # 1 CONFLUENCE DATA **
AREA
(ACRE)
12.50
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STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) . (MIN.) ( INCH/HOUR) (ACRE)
1 11.89 17.05 2.867 7.82
** PEAK FLOW RATE TABLE **
STR,EAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) ( INCH/HOUR)
1 29.32 17.05 2.867
2 29.50 17.85 2.783
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 29.50 Tc(MIN.) = 17.85
TOTAL AREA(ACRES) = 20.32
============================================================================
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 29.50 T~(MIN.) = 17.85
TOTAL AREA(ACRES) = 20.32
~===========================================================================
END OF RATIONAL METHOD ANALYSIS
1
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LEGEND
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WATERSHED BOUNDARY
NODES
I I
PREPARED BY:
HUNSAKER
& ASSOCIATES
SAN DIEGO, INC.
PlANNING 10179 Huennekens Street
ENGINEERING San Diego, Ca 92121
SURVEYING PH(858)551H500· FX(858)558-1414
® ~.D
HYDROLOGY MAP
LA COSTA GREENS
SHEET
1
NEIGHBORHOOD 1.09 OF T
VILLAGES OF LA COSTA ~
City Of Carlsbad, California 1 i
L. ................................................................................................................................................................................................................................ ~i. .......................................... ~ ........ ~R~.\~03~2~7~\~&~H~Y~d~\~3~27~$~H~O~1.~d:wg:[~2~05~8~J~Au~g~-~3:0~-~20~O~2~,1~1'~12~ .. .& ........ ~
H &A 8/30/02