HomeMy WebLinkAboutCT 03-01-02; LA COSTA RESORT & SPA PHASE 2; DRAINAGE STUDY; 2005-05-12I
I
y
I
I
HUNSAKER
&ASSOCIATES
SAN DIECO, INC.
PLANNING
ENGINEERING
SURVEYING
IRVINE
LOSANGELES
RIVERSIDE
SAN DIEGO
DRAINAGE STUDY
for
LA COSTA RESORT & SPA
PHASES I & II
City of Carlsbad, California
I
I
I
Prepared for:
KSL Development Corporation
2100 Costa Del Mar Road
Carlsbad, CA 92009
w.o. 2503-1
I
I
DAVE HAMMAR
LEX WILLIMAN
ALISA VIALPANDO
DAN SMITH
RAY MARTIN
10179 Huennekens St.
San Diego, CA 92121
(858) 558-4500 PH
(858) 558-1414 FX
www.HunsakerSD.com
lnfo@HunsakerSD.com
May 12, 2005
Hunsaker & Associates
San Diego, Inc.
^mond L. Martin, R.C.E.
Vice President i H !|
•ERI
CT 05-0/-02
?iii*i _j
0. EM:kc h:\repons\2503\01\a01.doc
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La Costa Resort & Spa Phases I &
Drainage Study
TABLE OF CONTENTS
SECTION
Chapter 1 - Executive Summary I
1.1 Introduction
1.2 Summary of Existing Conditions
1.3 Summary of Developed Condition
1.4 Summary of Results
1.5 References
Chapter 2 - Methodology H
2.1 County of San Diego Drainage Design Criteria
2.2 Design Rainfall Determination
- 100-Year, 6-Hour Rainfall Isopluvial Map
- 100-Year, 24-Hour Rainfall Isopluvial Map
2.3 Runoff Coefficient Determination
2.4 Rainfall Intensity Determination
- Urban Watershed Overland Time of Flow Nomograph
- San Diego County Intensity-Duration Design Chart
2.5 Model Development Summary
(from San Diego County Hydrology Manual)
Chapter 3-100-Year Hydrologic Model for Existing Conditions III
Chapter 4-100-Year Hydrologic Model for Developed Conditions IV
Chapter 5 - Hydraulic Analysis (using Storm software) V
5.1 Storm Drain Legend Map
5.2 Starting Water Surface Elevation Determination
5.3 Storm Model Input and Output
Chapter 6 - Riprap Sizing VI
Chapter 7 - Existing Condition Hydrology Map Vll
Chapter 8 - Developed Condition Hydrology Map Vlll
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La Costa Resort & Spa Phases
Drainage Study
& II
CHAPTER 1 - EXECUTIVE SUMMARY
1.1 - Introduction
The La Costa Resort & Spa project site is located south of the intersection of El
Camino Real and Arenal Road within the City of Carlsbad, California (see the
Vicinity Map below).
Runoff from the site will drain south westerly via two (2) proposed storm drain
systems within the development, discharging to two (2) existing 36-inch storm drains
within the adjacent El Camino Real and Costa Del Mar Roads.
This study analyzes developed and existing condition 100-year peak flowrates from
the proposed development.
Since the site lies outside any FEMA floodplain zones, no Letters of Map Revision
will be required. Treatment of stonn water runoff from the site has been addressed
in a separate report - the "Storm Water Management Plan for La Costa Resort &
Spa Phase II".
Per City of Carlsbad drainage criteria, the Modified Rational Method should be used
to determine peak design flowrates when the contributing drainage area is less than
1.0 square mile. Since the total watershed area discharging from the site is less
than 1.0 square mile, the AES-2003 computer software was used to model the runoff
response per the Modified Rational Method. Methodology used for the computation
of design rainfall events, runoff coefficients, and rainfall intensity values are
consistent with criteria set forth in the "County of San Diego Drainage Design
Manual." A more detailed explanation of methodology used for this analysis is listed
in Chapter 2 of this report.
CITY OF OCEANSIDE
CITY OF VISTA
CITY OF ENCINITAS
VICINITY MAP
NOT TO SCALE
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La Costa Resort & Spa Phases I & II
Drainage Study
1.2 - Summarv of Existing Conditions
The existing drainage from the La Costa Resort & Spa project site is conveyed to
three (3) discharge locations. The majority of site runoff is directed to either El
Camino Real or Costa Del Mar Road, a small portion to the north east ofthe
development discharges to the existing Arenal Rd.
Runoff is conveyed to El Camino Real via surface flow through an existing grassy
swale, flowing in a southerly direction to an existing headwall located at the
intersection of El Camino Real and Costa Del Mar Road. Flow intercepted by this
headwall is then conveyed beneath El Camino Real via an existing 36-inch CMP
storm drain. Runoff is also conveyed to three (3) existing curb inlets at the
intersection of El Camino Real and Costa Del Mar Road via curb and gutter. Flow
intercepted via these curb inlets is then directed to the existing 36-inch RCP storm
drain within Costa Del Mar Road and conveyed south, discharging to San Marcos
Creek.
Per 2003 County of San Diego criteria, runoff coefficients of 0.87, 0.85, 0.52 and
0.35 were assumed respectively for the existing impen/ious, commercial &
residential developments and natural open space currently occupying the project
site.
TABLE 1 - Summary of Existing Conditions Peak Flows
Discharge Location Drainage Area (Ac) 100 Year Peak
Discharge (cfs)
El Camino Real Grassy
Swale 8.2 21.9
Costa Del Mar Road
Curb & Gutter 20.9 50.5
North East Arenal Rd 1.1 " 1.8
Total 30.2 74.2
1.3 - Summarv of Developed Conditions
The La Costa Resort & Spa project proposes construction of resort villas,
commercial buildings and a parking structure. The proposed project will be
developed over three (3) stages, this report analyzes the hydrologic impact from the
proposed development for the first two (2) construction phases.
Runoff from the developed site will be collected and conveyed via two (2) proposed
storm drain systems within the project site, draining to the existing 36-inch stomn
drains' located within El Camino Real and Costa Del Mar Road. Two (2) small
portions of the developed site will discharge to the curb and gutter within El Camino
Real and to the existing parking lot to the east of the project site.
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La Costa Resort & Spa Phases I &
Drainage Study
Per 2003 County of San Diego criteria, runoff coefficients of 0.87, 0.82 and 0.52
were assumed respectively for the proposed impervious, commercial and residential
areas to occupy the project site.
TABLE 2 - Summary of Developed Conditions Peak Flows
Discharge Location Drainage Area (Ac) 100 Year Peak
Discharge (cfs)
El Camino Real Grassy
Swale 23.3 67.0
Costa Del Mar Road
Curb & Gutter 5.7 27.1
El Camino Real Curb &
Gutter 0.8 4.1
Eastern Parking Lot 0.4 2.5
Total 30.2 100.7
Prior to discharging from the site, first flush runoff will be treated via one flow based
BMP in accordance with standards set forth by the Regional Water Quality Control
Board and the City of Carlsbad Standards Urban Storm Water Mitigation Plan (see
Storm Water Management Plan for La Costa Resort & Spa Phase II, Hunsaker &
Associates, May 2005.)
-1.4 - Summary of Results
Table 3 below summarizes developed and existing condition drainage areas and
resultant 100-year peak flow rates at the storm drain discharge location from Phases
I & II ofthe La Costa Resort & Spa. Per San Diego County rainfaji isolpluvial maps,
the design 100-year rainfall depth for the site area is 2.75 inches.
TABLE 3 - Summary of Peak Flows
Discharge Location Drainage Area (Ac) 100 Year Peak
Discharge (cfs)
El Camino Real Grassy
Swale
-Existing Condition -8.2 -21.9
-Developed Condition -23.3 -67.0
Difference + 15.1 + 45.1
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La Costa Resort & Spa Phases I & II
Drainage Study
Discharge Location Drainage Area (Ac) 100 Year Peak
Discharge (cfs)
Costa Del Mar Road
Curb & Gutter
-Existing Condition -20.9 -50.5
-Developed Condition -5.7 -27.1
Difference -15.2 -23.4
North East Arenal Rd
-Existing Condition - 1.1 -1.8
-Developed Condition -0.0 -0.0
Difference -1.1 -1.8
El Camino Real Curb &
Gutter
-Existing Condition -0.0 -0.0
-Developed Condition -0.8 -4.1
Difference + 0.8 + 4.1
Eastern Parking Lot
-Existing Condition -0.0 -0.0
-Developed Condition -0.4 -2.5
Difference + 0.4 + 2.5
TABLE 4 - Summary of Peak Flows to Existing 36-inch Storm Drains
Discharge
Location
100 Year Existing
Peak Discharge (cfs)
100 Year Developed
Peak Discharge (cfs) Difference
El Camino Real
36-inch CMP 21.9 67.0 + 45.1
Costa Del Mar
Road 36-inch
RCP
50.5 27.1 -23.4
As shown in the above table, the development of the proposed La Costa Resort &
Spa Phase I & II project site will result in a net increase of peak flow discharged to
the existing El Camino Real 36-inch CMP by approximately 45.1 cfs.
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La Costa Resort & Spa Phases I & II
Drainage Study
It should be noted that this increased flow is an interim condition only. The final
stage of construction (Phase III) of the La Costa Resort & Spa development
proposes to implement improvements to the existing downstream storm drains.
Firstly, the Phase III development will upgrade the existing 36-inch CMP storm drain
within El Camino Real to an appropriately sized RCP storm drain. Secondly, a
diversion structure has been proposed to divert a portion of redirected developed
flow back to the original point of discharge, that being the existing 36-inch RCP
within Costa Del Mar Road.
The La Costa Resort & Spa Phase III drainage study will analyze the ultimate
developed site hydrology.
Peak flow rates listed above were generated based on criteria set forth in "San
Diego County Hydrology Manual" (methodology presented in Chapter II ofthis
report). Rational Method output is located in Chapters III and IV.
A hydraulic analysis of all the storm drain pipes was performed using the Storm
computer software (see Chapter 5 for storm drain legend and Storm model input and
output). Using a known starting downstream water surface elevation of 31.23-ft at
the discharge location, the program calculated the hydraulic grade line for the RCP
storm drain system. The starting water surface elevation at the outlet was obtained
by using the FlowMaster program to determine the depth of flow within the outfall
pipe ofthe system; thus, determining the starting water surface elevation at the
downstream end. Since the flow within the pipe is supercritical, the normal depth is
used as the depth of flow (see Section 5.2).
Finally, at the storm drain outfall, an energy dissipator has been designed in
accordance with San Diego County Regional Standards in orderto prevent channel
erosion (see Chapter 6 for riprap sizing).
Final storm drain and inlet design details will be provided at the final engineering
phase III ofthe development
1.5 - References
County of San Diego Design Hydrology Manual, June 2003
"Storm Water Management Plan for La Costa Resort & Spa Phase 11". Prepared by
Hunsaker & Associates, San Diego, Inc., May 2005.
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La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 2
METHODOLOGY - RATIONAL METHOD PEAK
FLOWRATE DETERMINATION
(ULTIMATE CONDITIONS)
2.1 - Design Rainfall Determination
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La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 2
METHODOLOGY - RATIONAL METHOD PEAK
FLOWRATE DETERMINATION
(ULTIMATE CONDITIONS)
2.1 - 100-Year, 6-Hour Rainfall Isopluvial Map
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Tijuana
Mexic
X
Campo
County of San Diego
Hydrology Manual
Rainfall Isopluvials
100 Year Rainfall Event - 6 Hours
/\'' Isopluvial (inches)
Map Notes
Stateplane Projection, Zone6, NAD83
Creation Date: June 22,2(X)1
NOTTO BE USED FOR DESIGN CALCULATIONS
MILES
7.5
amecP
/gisl/cnty_hydro/p!ot!yfiganils/oity.anil
La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 2
METHODOLOGY - RATIONAL METHOD PEAK
FLOWRATE DETERMINATION
(ULTIMATE CONDITIONS)
2.1 - 100-Year, 24-Hour Rainfall Isopluvial Map
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Orange
County J
10.0
//' V - .5.6 t/ >i , i V erside County
^fe^'l 10 0. --->^.\-<:. \ \ ICON 6.0 '.\ X xxx 7.0
'^^ v \ }(vg^y^^. \ r^i2.o. \ \ \v°-.8-.o \\\\\ /'-x\ 'N \
\ \ J BofTogo [-J \^
1 >. \ S irinas I
County of San Diego
Hydrology Manual
Rainfall Isopluvials
100 Year Rainfall Event - 24 Hours
Isopluvial (inches)
Map Notes
Stateplane Projection, Zone6, NAD83
Creation Date: June 22,2001
NOT TO BE USED FOR DESIGN CALCULATIONS
MILES
7.5
ame
/gis 1 /cnty_hydro.^lols/figamls/cnty jml
La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 2
METHODOLOGY - RATIONAL METHOD PEAK
FLOWRATE DETERMINATION
(ULTIMATE CONDITIONS)
2.1 - County of San Diego Design Criteria
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San Diego County Hydrology Manual Section: 2
Date: June 2003 Page: 3 of 4
2.3 SELECTION OF HYDROLOGIC METHOD AND DESIGN CRITERIA
Design Frequency - The flood frequency for determining the design storm discharge is
50 years for drainage that is upstream of any major roadway and 100 years frequency for
all design storms at a major roadway, crossing the major roadway and thereafter. The
50-year storm flows shall be contained within the pipe and not encroach into the travel
lane. For the 1 OO-year storm this includes allowing one lane of a four-lane road (four or
more lanes) to be used for conveyance without encroaching onto private property outside
the dedicated street right-of-way. Natural channels that remain natural within private
property are excluded from the right-of-way guideline.
Design Method - The choice of method to determine flows (discharge) shall be based on
the size of the watershed area. For an area 0 to approximately 1 square mile the Rational
Method or the Modified Rational Method shall be used. For watershed areas larger than
] square mile the NRCS hydrologic method shall be used. Please check with the
goveming agency for any variations to these guidelines.
2-3
La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 2
METHODOLOGY - RATIONAL METHOD PEAK
FLOWRATE DETERMINATION
(ULTIMATE CONDITIONS)
2.2 - Runoff Coefficient Determination
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San Diego County Hydrology Manual
Date: June 2003
Section:
Page:
3
6 of 26
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient "C"
Soil Type
NRCS Elements County Elements % IMPER. A B C D
Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35
Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41
Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46
Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49
Mediuni Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52
Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57
Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60
Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63
High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71
High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79
Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79
Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82
Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87
•The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff
coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area
is located in Cleveland National Forest).
DU/A = dwelling units per acre
NRCS = National Resources Conservation Service
3-6
La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 2
METHODOLOGY - RATIONAL METHOD PEAK
FLOWRATE DETERMINATION
(ULTIMATE CONDITIONS)
2.3 - Peak Intensity Determination
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La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 2
METHODOLOGY - RATIONAL METHOD PEAK
FLOWRATE DETERMINATION
(ULTIMATE CONDITIONS)
2.3 - Urban Watershed Overland
Time of flow Nomograph
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100
UJ UJ u. z
UJ o z
CO a
UJ
CO o:
o
UJ
1
EXAMPLE:
Given: Watercourse Distance (D) = 70 Feet
Slope (s)=1.3%
Runoff Coefficient (C) = 0.41
Overland Flow Time (T) = 9.5 Minutes
SOURCE: Airport Drainage, Federal Aviation Administration, 1965
-_ 1.8 (1.1-C) VD"
'VF
FIGURE
Rational Formula - Overland Time of Flow Nomograph
La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 2
METHODOLOGY - RATIONAL METHOD PEAK
FLOWRATE DETERMINATION
(ULTIMATE CONDITIONS)
2.3 - Natural Watershed Overland
Time of flow Nomograph
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AE
Feet
• 5000
.4000
.3000
-2000
1000
- 900
800
-•TOO
60^
Tc =
Tc
L
AE
EQUATION
Time of concentration (hours)
Watercourse Distance (miles)
Change in elevation atong
effective slope fine {See Rgure 3-5) (feet)
Tc
Hours
\
-500\^
.400 \
.300
•200
— 100
30
BO
1—70
\ L \ Miles Feet
\
•100 1 •
— 50
40
• 30
.20
— 10
0.5-
^ 4000
- \
— 3000
\
-2000
1800
1500
1400
. 1200
-1000
-»00
-SOO
•TOO
— 600
-SOO
400
— 300
• 200
Minutes
• 240
•180
120
• 60
-50
40
. 30
-20
18
— 16
— 14
12
•10
—9
— 8
— 7
6
— A
—3
AE
SOURCE: California Division of Highways (1941) and Kirpich (1940)
Tc
Nomograpti for Determination of
Time of Concentration (Tc) or Travel Time (Tt) for Natural Waterslieds
FIGURE
La Costa Resort & Spa Phases I &
Drainage Study
CHAPTER 2
METHODOLOGY - RATIONAL METHOD PEAK
FLOWRATE DETERMINATION
(ULTIMATE CONDITIONS)
2.3 - Gutter and Roadway Discharge
(Velocity Chart)
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5 6 7 8 9 10
Discharge (C.F.S.)
EXAMPLE:
Given: Q = 10 S = 2.5%
Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s.
SOURCE: San Diego County Departnnent of Special District Services Design Manual
FIGURE
Gutter and Roadway Discharge - Velocity Chart
La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 2
METHODOLOGY - RATIONAL METHOD PEAK
FLOWRATE DETERMINATION
(ULTIMATE CONDITIONS)
2.3 - Manning's Equation Nomograph
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LU D. O. _J CO
•0.3
.0.2
-0.15
0.10
0.09
008
0.07
O06
0.05
0.04
0.03
0.02
OOI
0.009
0.008
0.007
0.006
0.005
EQUATION: V = 1.49 R='3 s"2
n
•0.2
0.004^^^
0.003
7 0.002
0.001
0.0009
0.0008
0.0007
0.0006
0.0005
0.0004
i. 0.0003
-0.3
0.4
1^0.5
06
LOB
09
1.0
r4
5
6
7
9
10
«. 20
.50
r40
30
-20
rio
><
T3 C
o CJ (D in
I— 0) CL
.9?
\8
LU >
r 9
• 8
rS
r-4
-3
GENERAL SOLUTION
0^
•1.0
• 0.9
•0.8
•0.7
•0.6
•05
p. 0.01
0.02
-003
7 0.04
•0.05
0.06
1-0.07
•0.08
r0.09
^0.10
0.2
•0.3
^0.4
SOURCE: USDOT, FHWA, HDS-3 (1961)
FIGURE
Manning's Equation Nomograph
I
I La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 2
METHODOLOGY - RATIONAL METHOD PEAK
FLOWRATE DETERMINATION
(ULTIMATE CONDITIONS)
2.3 - San Diego County Intensity-
Duration Design Chart
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W.O. 2503-1 5/18/2005 5:00 PM
5 6 7 8 9 10 15 20 30 40 50
Minutes
Duration
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 precipitafion (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
^ (b)P6 = . in., P24 = •'P. 24
in. (c) Adjusted Pg'^' = _
(d) tjj = min,
(e) I = in./hr.
Note: This chart replaces the Intensity-Duratlon-Frequency
curves used since 1965.
P6
Duration
5
7
10
__15
20
25
30
40
_ 50
" "60
~90
120
150
180
240
300
360
1.5 I
I
2.S
1
3 35
I'l I
4.5
I
5,5
I
263
2.12
1^68 JJ30
1.08
0.93
3,951 5.27
3.18i4!24
2.53(337
J.95j\59
1.6212.15
1,4011,87
0.83 11.24! 1.66
0"69 1 Osj 1 38
'0.90j1.19
08011.06
o.6rj'a82
O.61TO.68
0.44^059
03910.52
O.33X6T43
0,2810.38
0.25la33
0.60
053_
0.41
0.34
0.29
026
0,22
0.19
0.17
6 59 7 90 9 22
5 30 6 36 7 42
421 505,590
3.24 5 3^91 4.54!
2 69"3 23^3 77
Z.33iZ80f3.Z7i
2 07^2 49! 2 90
1.7212.0712,411
1 49' 1 79*2 09'
1.3311.59(1.86!
1.02p.23i 1.43i
0.85 ll.02i 1.19!
0 73 0 88'l 03
0 65*0 78*0 91'
0 54 0 65 0 76
0 47 0 56 0 66
042*050 058
10.54
8.48 •
6.74
5 19
4 31 *
3.73 i
3 32 <
2.76 \
2 39 '
2.12 !
1.63 I
1 36
1.18 i
1.04 i
0,87
0.75
0.67 ;
11.86
954
7.S8 i
5.84 I
4.85 !
4.20 I
3.73 1
310 I
2 69
239
1.84 !
1 53
1.32 i
1 18
0.98 I
0.85
075 i
13 17
10 60
8 42
6.49 I
5 39
4 67 '
4.15
3 45
2 98
2 65
2.04 i
1 70
1.47 :
1.31 :
1,08
0.94
0.84
14,49 15.81
11 66 12 72
9.27 ,1011
7.13 1 778
593 ! 6.46
6,13 I 5.60
4,66 1 4.98
3.79 I 4.13
3.28 I 3.58
2 92
2 25 I
1 87
1 62
1.44 1
1.19 :
1.03 ;
092
318
2,45
2,04
1 76
1.57
1.30
1,13
1,00
FIGURE
Intensity-Duration Design Chart-Template
La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 2
METHODOLOGY - RATIONAL METHOD PEAK
FLOWRATE DETERMINATION
(ULTIMATE CONDITIONS)
2.4 - Model Development Summary
(from San Diego County Hydrology Manual)
EM:AH n:\reports\2503\01\a01.doc
W.o, 2503-1 5/18/2005 5:00 PM
San Diego County Hydrology Manual
^1
section describes the development ofthe necessary data to perform RM calcnlations
Section 3.3 describes the RM calculation process. Inpnt data for calculating peak flows
and Tc's with the RM should be developed as follows:'
1. On a topographic base map, outline the overall drainage area boundary, showing
adjacent drains, existing and proposed drains, and overland flow paths.
2. Verify the accuracy ofthe drainage map in the field.
3. Divide the drainage area mto subareas by locating significant points of interest
These divisions should be based on topography, soil type, and land use.' Ensure that
an appropriate initial subarea is delineated. For natural areas, the initial subarea
flow path length should be less than or equal to 4,000 feet. For developed areas, the
initial subarea flow path length should be less than or equal to 500 feet. The
topography and slope within the initial subarea should be generally uniform.
4. Working from upstream to downstream, assign a number representing each snbarea
in the drainage system to each point of interest Figure 3-8 provides guidelines for
• node numbers for geographic information system (GlS)-based studies.
5. Measure each subarea in the drainage area to detennine its size m acres (A).
6. Detennme the length and effective slope of the flow path in each subarea.
7. Identify the soil type for each subarea.
Detennine the runoff coefficient (C) for each subarea based on^ffi^ If the
subarea contains more than one type of development classification, use a
proportionate average for C. In detennining C for the subarea, include fiiture
changes in land use that are predicted to occur during the service life ofa proposed
facility that could result in an inadequate drainage system.
323200000 2-16
San Diego County Hydrology Manual Sert,-nn- , MP^ Date: August 2001 • . section, 3 ^fe
• Page: 18 of 44
9. Calculate the CA value for the subarea.
10.. Calculate the I(CA) value(s) forthe subareas upstream ofthe point(s) of interest
11. Detennine Pg and P24 for the study using the isopluvial maps provided in
Appendix B. If necessary, adjust the value for to be within 45% to 65% of the
value for P24.
See Section 3.3 for a description ofthe RM calculation process.
3.3 PERFORMING RATIONAL METHOD CALCULATIONS
This section describes the RM calculation process. Using the input data, calculation of
peak flows and To's should be perfonned as follows:
1. Detennme Tj for the initial subarea. Use Figure 3-3 for natural areas, and
Figure 3-5 for urban areas, as discussed m Section 3.1.4. For the mitial subarea, Tt
. = 0 and Ti = Tc. Ifthe Tj read frora the nomograph (Figure 3-3 or Figure 3-5) is less
than 5 minutes, 5 minutes shall be assumed for Ti.
2. Detenmne I for the subarea using Figure 3-1. If Ti was less than s'minutes, use the
lesser tune to determme intensity for calculating the flow. '
3. Calculate the peak discharge flow rate for the subarea, where Qp = 2(CA) I. '
•4. Estimate the Tt to the next point of mterest
5. Add the Tt to the previous Tc to obtam a new Tc. , - • •
6. Continue with step 2, above, until the final poinf of interest is reached.
323200000 3.J8
I-
W San Diego County Hydrology Manual Section- T Date: August 2001 • p,g,. " ^ ,5^^^
Note: The MRM should be used to calculate the peak discharge when there is a junction
from independent subareas into the drainage system.
An example calculation using the RM is provided in Section 3.3.1.
3,3.1 Rational Method Sample Calculation
The followmg example details the application of the RM for a smgle-family residential
subdivision to calculate the peak flow entering an inlet in the storm dram system. In this
example, the lOO-year storm event is used. In this example, the soil type (detennined
from the soils maps in Appendix A) is unifonn across all subareas and is type D.
Figure 3-9 shows the drainage map for this example.
Flow across the initial subarea
First,, consider the initial subarea, nodes OlOl to 0102 in Figure 3-9.
C = 0.52 (read from Table 3-1 for single-family residential, 4.3 dwelling units
per acre [DU/A] or less, type D soil)
Aoi 01-0102 = 0.4 acres
Z(CA) •= 0.21
L == 220 feet
332'-329 5'
s = = 0.011 or 1.1% slope (typical value for graded residential lot)
Ti = 14.8 mmutes (Figure 3-5)
Using Tj, fill in- the worksheet provided in Figure 3-1. Use the isopluvial maps
(Appendix B) to read the precipitation over a 6-hour period (Fe) and precipitation over a
24-hour period (P24) for the site. With the adjusted ?s value determined from the
worksheet (Figure 3-1), find the intensity, Iioo- For this example, let Pe = 2.8 inches, and
P24 = 4.5 inches. P6 is within 45% to 65% of P24; therefore, the adjusted P6 = 2.8 inches.
323200000 3-19
San Diego County Hydrology Manual , T
Date: August 200] e-J ^ Section; 3
-, 23 of 44
Check the earlier assumption that Q,VG fi:om point 0102 to point 0103 was
2.4 cfs.
QAVG = Q0102 + ((Q0103 - Qoio2)/2)
QAVG = 0.8 + ((3.9 - 0.8)/2)= 2.4 cfs = 2.4 cfs; OK
Fmal results for node. 0103:
Q0103 = 3.9 cfs
Tc = 16.9 minutes
IIOO = 3.4 inches/hour
A = 0.4+1.8 = 2.2 acres
3.4 MODIFIED RATIONAL METHOD (FOR JUNCTION ANALYSIS)
The purpose ofthis section is to describe the steps necessary to develop a hydrology
watled ' ' ' ^''^''^^ ^
wat rshed contains junctions of independent drainage systems. The process is based on
the design manuals of the City/Comity of San Diego. Ihe general process description for
usmg this method, including an example ofthe application ofthis method, is described
The engmeer should only use the MRM for drainage areas up to approximately 1 square
mile m size. If the watershed will significantly exceed 1 square mile then the NRCS
t^'^T' " ' "^^^'^ *° either the
RM or the MRM for calculations for up to an approximately 1-square-miIe area and then
transition the study to the NRCS method for additional downstream areas that exceed
approxmiately 1 square mile. The transition process is described m Section 4.
3.4.1 Modified Rational Method General Process Description
The general process for the MRJ.I differs from the RM only when a junction of
mdependent drainage systems is reached. The peak Q, T^ and I for each of the
mdependent drainage systems at tiie point of the junction are calculated by the RM The
323200000 - 3_23
San Diego County Hydrology Manual " " ~ ~~ Date; August 2001 ^'^^""al 2^^^.^^.
Page:
-depends, drainage ™ a,1
After 40 indepX S^^r T ^
3.4,2 P^eedore for Co».i„i., Iodepe„de«. Brainage S.».en.3 a, a Juction
ion, raeso values will be nsed for the MRM calculation.
approximation tha„t"r!„ff ^ °' ^' ^^'^ ™ ^
T. and I for eacb of I ^d Je TT".™ ^ ^' Q.
increasing! that contributmg Q's be ntu^bered in orderof
T' I'/y' ^' '° ""-"^ "'•4 a= shortest T. Likewise let o
and I, correspond to the, tribute area with fte ne« longer T 0 T d^" conespond to the trihut^^, o , ^^"Ser ij, X3 a^d I3
iidepldent drL a™ f ^hen only two
Conrbu^ethe^Ielr^^^^ °« °f equation, mdependent drainage systems nsmg the junction equation below:
Junction Equation: T|<T2<T3
^7 il
•^1 h
323200000
3-24
San Diego County Hydrology Manual
Date: August 200] • Section:
. Page: 3
25 of 44
. QT3=Q3+^Q,4Q:
Calculate Q,, and Q„. Select tiie largest Q and use tiie Tc associated witii that 0
for funher calculations. If tiie largest calculated Q's are equal (e.g. Q, = T >
nse tiie shorter oftiie Tc's associated witii that Q. ^ ^ ^' Q^t Qr2 > 0,3),
lins equation may be expanded for a junction of more tiian tiiree independent drainage
ys terns usmg tiie same concept The concept is tiiat when Q from aselected subarL "
(e.g., y IS combmed with Q from anotiier subarea witii a shorter Tc (e.g QA the 0
from tiie subarea witii tiie shorter Tc is reduced by tiie ratio ofthe I's (I2M tht Q
from a selected subarea (e.g., Q2) is combined witii Q from anotiier subarea with a longer
At a junction of two independent drainage systems tiiat have tiie same T tiie
tiibutary flows may be added to obtain tiie Qp.
Qp = Qi + Q2; whenTi= T2; andTc = Ti=T2
This can be verified by using tiie junction equation above. Let Q3, T3, and I3 = 0. When
r, and T2 are tiie same, I, and I2 are also tiie same, and 7,n, and 1^/1, = 1. T.n^ and M,
are cancelled from tiie equations. At tiiis point, Qn = QT2 == Q, + Q2.
hi tiie upstiream part of a watershed, a conservative computation is acceptable
When tiie times of concenfration (Tc's) are relatively close in magnitiide (witiiin 10%)
nse tiie shorter Tc for tiie intensity and tiie equation Q = 2:(CA)L
323200000 3_25
La Costa Resort & Spa Phases I &
Drainage Study
CHAPTER 3
100-Year Hydrologic Model
for
Existing Conditions
EM:AH h:\reports\2503\01\a01,doc
w,o, 2503-1 5/18/2005 5:00 PM
****************************************************************************
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 1239
Analysis prepared by:
HUNSAKER & ASSOCIATES - SAN DIEGO
10179 Huennekens Street
San Diego, Ca. 92121
(858) 558-4500
************************** DESCRIPTION OF STUDY **************************
* VILLAS OF LA COSTA H&A W.O. #2503-1 *
* 100 YEAR EXISTING CONDITION HYDROLOGIC ANALYSIS - ARENAL RD *
* May 11, 2005 * **************************************************************************
FILE NAME: H:\AES2003\2503\01\ARENAL1.DAT
TIME/DATE OF STUDY: 12:12 05/11/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
20 03 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.750
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE =21 "
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED (SUBAREA) :
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH (FEET) = 80.00
UPSTREAM ELEVATION(FEET) = 112.00
DOWNSTREAM ELEVATION(FEET) = 109.60
ELEVATION DIFFERENCE(FEET) = 2.40
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 2.568
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7.246
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.32
TOTAL AREA (ACRES) = 0.05 TOTAL RUNOFF (CFS) = 0.32
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»> (STREET TABLE SECTION # 1 USED).
UPSTREAM ELEVATION (FEET) = 109.60 DOWNSTREAM ELEVATION (FEET) = 79.00
STREET LENGTH(FEET) = 970.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.86
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) = 8.22
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.59
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11
STREET FLOW TRAVEL TIME (MIN.) = 4.50 Tc(MIN.) = 7.07
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.795
*USER SPECIFIED(SOTAREA):
RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.531
SUBAREA AREA(ACRES) = 1.60 SUBAREA RtlNOFF(CFS) = 4.82
TOTAL AREA (ACRES) = 1.65 PEAK FLOW RATE (CFS) = 5.07
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.90
FLOW VELOCITY (FEET/SEC. ) = 4.04 DEPTH*VELOCITY (FT*FT/SEC.) = 1.44
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1050.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA (ACRES)
PEAK FLOW RATE(CFS)
1.65 TC(MIN.)
5.07
= 7.07
END OF RATIONAL METHOD ANALYSIS
****************************************************************************
RATIONTOJ 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 1239
Analysis prepared by:
HUNSAKER & ASSOCIATES - SAN DIEGO
10179 Huennekens Street
San Diego, Ca. 92121
(858) 558-4500
************************** DESCRIPTION OF STUDY **************************
* VILLAS OF LA COSTA H&A W.O. #2503-1 *
* 100 YEAR EXISTING HYDROLOGIC ANALYSIS - ARENAL ROAD SYSTEM 200 *
******** ******************************************************************
FILE NAME: H:\AES2003\2503\01\ARENAL2.DAT
TIME/DATE OF STUDY: 12:19 05/11/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.750
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE =21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
*USER SPECIFIED (StJBAREA) :
RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00
UPSTREAM ELEVATION(FEET) = 107.00
DOWNSTREAM ELEVATION(FEET) = 105.40
ELEVATION DIFFERENCE(FEET) = 1.60
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 7.412
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH = 80.00
(Reference: Table 3-lB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.621
SUBAREA RUNOFF (CFS) = 0.88
TOTAL AREA (ACRES) = 0.30 TOTAL RUNOFF (CFS) = 0.88
****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>»>> (STREET TABLE SECTION # 1 USED) «<«
UPSTREAM ELEVATION (FEET) = 105.40 DOWNSTREAM ELEVATION (FEET) = 95.00
STREET LENGTH(FEET) = 425.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL (DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL (DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2.23
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 7.66
AVERAGE FLOW VELOCITY (FEET/SEC. ) = 3.11
PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC.) = 0.93
STREET FLOW TRAVEL TIME (MIN.) = 2.28 Tc(MIN.) = 9.69
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.729
*USER SPECIFIED(SUBAREA):
RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.520
SUBAREA AREA (ACRES) = 1.10 SUBAREA RUNOFF (CFS) = 2.71
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 3.44
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.59
FLOW VELOCITY(FEET/SEC.) = 3.39 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13
LONGEST FLOWPATH FROM NODE 2 00.00 TO NODE 202.00 = 505.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 62
>>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>>>» (STREET TABLE SECTION # 1 USED) ««<
UPSTREAM ELEVATION (FEET) = 95.00 DOWNSTREAM ELEVATION (FEET) = 78.00
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 5.24
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.35
HALFSTREET FLOOD WIDTH(FEET) = 10.27
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.61
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.60
STREET FLOW TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 11.13
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.324
*USER SPECIFIED (SUBAREA) :
RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.520
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.60
TOTAL AREA (ACRES) = 3.00 PEAK FLOW RATE (CFS) = 6.74
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.60
FLOW VELOCITY (FEET/SEC. ) = 4.83 DEPTH*VELOCITY (FT*FT/SEC.,) = 1.79
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 905.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA (ACRES)
PEAK FLOW RATE(CFS)
3.00 TC(MIN.) =
6.74
11.13
END OF RATIONAL METHOD ANALYSIS
****************************************************************************
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 1239
Analysis prepared by:
HUNSAKER & ASSOCIATES - SAN DIEGO
10179 Huennekens Street
San Diego, Ca. 92121
(858) 558-4500
************************** DESCRIPTION OF STUDY **************************
* VILLAS OF LA COSTA H&A W.O. #2503-1 *
* 100 YEAR EXISTING CONDITION HYDROLOGIC ANALYSIS *
* May 11, 2005 * **************************************************************************
FILE NAME: H:\AES2003\2503\0l\EXIST.DAT
TIME/DATE OF STUDY: 10:39 05/17/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.750
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
•USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
I INPUT FLOW FROM ARENAL RD INLET 100
I
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<«
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 7.07 RAIN INTENSITY(INCH/HOUR) = 5.79
TOTAL AREA (ACRES) = 1.65 TOTAL RUNOFF (CFS) = 5.07
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 300.00 IS CODE = 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>»» (STREET TABLE SECTION # 1 USED) «<«
UPSTREAM ELEVATION (FEET) = 79.00 DOWNSTREAM ELEVATION (FEET) = 65.60
STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.02 0
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.00
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.35
HALFSTREET FLOOD WIDTH(FEET) = 10.74
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.90
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.74
STREET FLOW TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 8.06
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.326
*USER SPECIFIED(SUBAREA):
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.597
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.85
TOTAL AREA(ACRES) = 2.05 PEAK FLOW RATE (CFS) = 6.51
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.21
FLOW VELOCITY(FEET/SEC.) = 4.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.80
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 300.00 = 290.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 8.06
RAINFALL INTENSITY(INCH/HR) = 5.33
TOTAL STREAM AREA (ACRES) = 2.05
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.51
****************************************************************************
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<<
*USER SPECIFIED (SUBAREA) :
NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7000
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 76.00
DOWNSTREAM ELEVATION (FEET) = 70.00
ELEVATION DIFFERENCE(FEET) = 6.00
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 3.882
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH = 96.00
(Reference: Table 3-lB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7.246
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF (CFS) = 1.01
TOTAL AREA (ACRES) = 0.20 TOTAL RUNOFF (CFS) = 1.01
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<«
>»>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <««
I
I
ELEVATION DATA: UPSTREAM (FEET) = 70.00 DOWNSTREAM (FEET) = 69.10
CHANNEL LENGTH THRU SUBAREA (FEET) = 205.00 CHANNEL SLOPE = 0.0044
CHANNEL BASE (FEET) = 0.00 "2" FACTOR = 67.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH (FEET) = 5.00
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.096
*USER SPECIFIED(SUBAREA):
NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7000
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2.51
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC.) = 1.29
AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 2.65
Tc(MIN.) = 6.54
SUBAREA AREA (ACRES) = 0.70 SUBAREA RUNOFF (CFS) = 2.99
AREA-AVERAGE RUNOFF COEFFICIENT = 0.700
TOTAL AREA (ACRES) = 0.90 PEAK FLOW RATE (CFS) = 3.84
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH (FEET) = 0.20 FLOW VELOCITY (FEET/SEC.) = 1.42
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00 = 305.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 303.00 TO NODE 300.00 IS CODE = 51
>»>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<««
>»>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<«
ELEVATION DATA: UPSTREAM (FEET) = 69.10 DOWNSTREAM (FEET) = 65.60
CHANNEL LENGTH THRU SUBAREA (FEET) = 70.00 CHANNEL SLOPE = 0.0500
CHANNEL BASE (FEET) = 0.00 "Z" FACTOR = 67.000
MANNING'S FACTOR = 0.015 MAXIMUM'DEPTH(FEET) = 5.00
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.918
•USER SPECIFIED(SUBAREA):
NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 5.13
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 3.79
AVERAGE FLOW DEPTH (FEET) = 0.14 TRAVEL TIME (MIN.) = 0.31
Tc(MIN.) = 6.84
SUBAREA AREA (ACRES) = 0.50 SUBAREA RUNOFF (CFS) = 2.57
AREA-AVERAGE RUNOFF COEFFICIENT = 0.761
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 6.30
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.16 FLOW VELOCITY (FEET/SEC. ) = 3.89
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 300.00 = 375.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1
>»>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
>»>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.84
RAINFALL INTENSITY (INCH/HR) = 5.92
TOTAL STREAM AREA (ACRES) = 1.40
PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.30
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.51 8.06 5.326 2.05
2 6.30 6.84 5.918 1.40
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMtJLA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.84 6.84 5.918
2 12.19 8.06 5.326
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.19 Tc(MIN.) = 8.06
TOTAL AREA (ACRES) = 3.45
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 300.00 = 375.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 62
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»> (STREET TABLE SECTION # 1 USED) <<<«
UPSTREAM ELEVATION (FEET) = 65.60 DOWNSTREAM ELEVATION (FEET) = 61.20
STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 15.77
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.4 8
HALFSTREET FLOOD WIDTH(FEET) = 17.70
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.27
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.52
STREET FLOW TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 8.50
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.146
*USER SPECIFIED(SUBAREA):
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.729
SUBAREA AREA (ACRES) = 1.60 SUBAREA RUNOFF (CFS) = 7.16
TOTAL AREA(ACRES) = 5.05 PEAK FLOW RATE(CFS) = 18.94
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.10
FLOW VELOCITY(FEET/SEC.) = 5.49 DEPTH*VELOCITY(FT*FT/SEC.) = 2.76
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 310.00 = 515.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE =62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>>»> (STREET TABLE SECTION # 1 USED) <«<<
UPSTREAM ELEVATION(FEET) = 61.20 DOWNSTREAM ELEVATION(FEET) = 51.10
STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.15
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 20.82
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.65
STREET FLOW TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 9.98
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.640
*USER SPECIFIED(SUBAREA):
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.744
SUBAREA AREA (ACRES) = 0.60 SUBAREA RUNOFF (CFS) = 2.42
TOTAL AREA (ACRES) = 5.65 PEAK FLOW RATE (CFS) = 19.50
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.51
FLOW VELOCITY(FEET/SEC.) = 4.94 DEPTH*VELOCITY(FT*FT/SEC.) = 2.61
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 311.00 = 955.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<<<
»»> (STREET TABLE SECTION # 1 USED) «<«
UPSTREAM ELEVATION(FEET) = 51.10 DOWNSTREAM ELEVATION(FEET) = 45.20
STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL (DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL (DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.17
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 21.60
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.85
PRODUCT OF DEPTH&VELOCITY (FT* FT/SEC.) = 2.66
STREET FLOW TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 10.94
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.373
*USER SPECIFIED(SUBAREA):
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.758
SUBAREA AREA (ACRES) = 0.90 SUBAREA RUNOFF (CFS) = 3.34
TOTAL AREA (ACRES) = 6.55 PEAK FLOW RATE (CFS) = 21.72
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.84
FLOW VELOCITY(FEET/SEC.) = 4.88 DEPTH*VELOCITY(FT*FT/SEC.) = 2.70
LONGEST FLOWPATH FROM NODE 3 01.00 TO NODE 312.00 = 1235.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 10
>>»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«<<
+ +
I FLOW FROM ARENAL ROAD - BASIN 200 I
+ +
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 7
>>>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<«<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 11,13 RAIN INTENSITY(INCH/HOUR) = 4.32
TOTAL AREA (ACRES) = 3.00 TOTAL RUNOFF (CFS) = 6.74
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 320.00 IS CODE = 62
»>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»> (STREET TABLE SECTION # 1 USED) <««
UPSTREAM ELEVATION (FEET) = 78.00 DOWNSTREAM ELEVATION (FEET) = 67.00
STREET LENGTH (FEET) = 240.00 CURB HEIGHT (INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.28
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 11.76
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.10
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.90
STREET FLOW TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 11.91
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.138
•USER SPECIFIED(SUBAREA):
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.551
SUBAREA AREA (ACRES) = 0.30 SUBAREA RUNOFF (CFS) = 1.08
TOTAL AREA (ACRES) = 3.30 PEAK FLOW RATE (CFS) = 7.53
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.91
FLOW VELOCITY(FEET/SEC.) = 5.15 DEPTH*VELOCITy(FT*FT/SEC.) = 1.93
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 320.00 = 1475.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS =2 _
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.91
RAINFALL INTENSITY (INCH/HR) = 4.14
TOTAL STREAM AREA (ACRES) = 3.30
PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.53
****************************************************************************
FLOW PROCESS FROM NODE 330.00 TO NODE 320.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<<
*USER SPECIFIED(SUBAREA):
RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
UPSTREAM ELEVATION(FEET) = 72.60
DOWNSTREAM ELEVATION(FEET) = 71.90
ELEVATION DIFFERENCE(FEET) = 0.70
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.735
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) = 5.056
SUBAREA RUNOFF (CFS) = 0.66
TOTAL AREA (ACRES) = 0.25 TOTAL RUNOFF (CFS) = 0.66
****************************************************************************
FLOW PROCESS FROM NODE 331.00 TO NODE 320.00 IS CODE = 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<«<
>>>>> (STREET TABLE SECTION # 1 USED) «<<<
UPSTREAM ELEVATION (FEET) = 70.90 DOWNSTREAM ELEVATION (FEET) = 67.00
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.38
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.33
HALFSTREET FLOOD WIDTH(FEET) = 9.34
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81
STREET FLOW TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) = 10.78
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.415
*USER SPECIFIED (SUBAREA) :
RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.520
SUBAREA AREA (ACRES) = 1.50 SUBAREA RUNOFF (CFS) = 3.44
TOTAL AREA (ACRES) = 1.75 PEAK FLOW RATE (CFS) = 4.02
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.99
FLOW VELOCITY(FEET/SEC.) = 2.72 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02
LONGEST FLOWPATH FROM NODE 330.00 TO NODE 320.00 = 370.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<«
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.78
RAINFALL INTENSITY (INCH/HR) = 4.41
TOTAL STREAM AREA (ACRES) = 1.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.02
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 7.53 11.91 4.138 3.30
2 4.02 10.78 4.415 1.75
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
*• PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 10.83 10.78 4.415
2 11.30 11.91 4.138
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 11.30 Tc(MIN.) = 11.91
TOTAL AREA (ACRES) = 5.05
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 320.00 = 1475.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 320.00 TO NODE 340.00 IS CODE = 51
»>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<««
»»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<<<
ELEVATION DATA: UPSTREAM (FEET) = 67.00 DOWNSTREAM (FEET) = 65.40
CHANNEL LENGTH THRU SUBAREA (FEET) = 40.00 CHANNEL SLOPE = 0.0400
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 67.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.104
*USER SPECIFIED (SUBAREA) :
RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 12.68
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC.) = 4.34
AVERAGE FLOW DEPTH(FEET) = 0.21 TRAVEL TIME(MIN.) = 0.15
Tc(MIN.) = 12.07
StJBAREA AREA (ACRES) = 1.30 SUBAREA RUNOFF (CFS) = 2.77
AREA-AVERAGE RUNOFF COEFFICIENT = 0.536
TOTAL AREA (ACRES) = 6.35 PEAK FLOW RATE (CFS) = 13.98
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 4.45
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 340.00 = 1515.00 FEET.
+ ^•
I NOTE: Weighted C coefficient of 0.6 used for siibarea |
I (0.87 for paved area, 0.45 for graded embankments) | I I + -I-
****************************************************************************
FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
»>» (STREET TABLE SECTION # 1 USED) ««<
UPSTREAM ELEVATION (FEET) = 65.40 DOWNSTREAM ELEVATION (FEET) = 56.30
STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) =20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 14.79
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.4 8
HALFSTREET FLOOD WIDTH (FEET) = 18.01
AVERAGE FLOW VELOCITY (FEET/SEC.) = 4.79
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.32
STREET FLOW TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 13.32
100 YEAR RAINF7VLL INTENSITY (INCH/HOUR) = 3.851
*USER SPECIFIED(SUBAREA) :
NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .6000
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.543
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF (CFS) = 1.62
TOTAL AREA (ACRES) = 7.05 PEAK FLOW RATE (CFS) = 14.73
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.01
FLOW VELOCITY(FEET/SEC.) = 4.77 DEPTH*VELOCITY(FT*FT/SEC.) = 2.31
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 341.00 = 1875.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 341.00 TO NODE 342.00 IS CODE = 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
»>» (STREET TABLE SECTION # 1 USED) <««
UPSTREAM ELEVATION (FEET) = 56.30 DOWNSTREAM ELEVATION (FEET) = 48.00
STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL (DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL (DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.13
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 18.71
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.86
PRODUCT OF DEPTH&VELOCITY (FT* FT/SEC.) = 2.41
STREET FLOW TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 14.45
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.653
*USER SPECIFIED (SUBAREA) :
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.577
SUBAREA AREA (ACRES) = 0.90 SUBAREA RUNOFF (CFS) = 2.79
TOTAL AREA(ACRES) = 7.95 PEAK FLOW RATE(CFS) = 16.77
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.02
FLOW VELOCITY(FEET/SEC.) = 4.90 DEPTH*VELOCITY(FT*FT/SEC.) = 2.46
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 342.00 = 2205.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 342.00 TO NODE 343.00 IS CODE = 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»> (STREET TABLE SECTION # 1 USED) <««
UPSTREAM ELEVATION(FEET) = 48.00 DOWNSTREAM ELEVATION(FEET) = 46.00
STREET LENGTH(FEET) = 120.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
••TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 16.85
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 20.66
AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4.21
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.24
STREET FLOW TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 14.93
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 3.578
*USER SPECIFIED(SUBAREA):
STREETS & ROADS (CURBS/STORM DRAINS) RtJNOFF COEFFICIENT = .8700
S.C.S. CtJRVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.579
StJBAREA AREA (ACRES) = 0.05 StJBAREA RUNOFF (CFS) = 0.16
TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE (CFS) = 16.77
END OF SUBAREA STREET FLOW HYDRAtJLICS:
DEPTH(FEET) =0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.59
FLOW VELOCITY(FEET/SEC.) = 4.22 DEPTH*VELOCITY(FT*FT/SEC.) = 2.24
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 343.00 = 2325.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 343.00 TO NODE 343.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 3.578
*USER SPECIFIED (StJBAREA) :
GENERAL COMMERCIAL RtJNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.6617
StJBAREA AREA (ACRES) = 3.50 SUBAREA RtJNOFF (CFS) = 10.64
TOTAL AREA (ACRES) = 11.50 TOTAL RtJNOFF (CFS) = 27.23
TC(MIN.) = 14.93
****************************************************************************
FLOW PROCESS FROM NODE 343.00 TO NODE 312.00 IS CODE = 51
»»>COMPtJTE TRAPEZOIDAL CHANNEL FLOW<<«<
»»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««<
ELEVATION DATA: UPSTREAM(FEET) = 46.00 DOWNSTREAM(FEET) = 45.20
CHANNEL LENGTH THRU StJBAREA (FEET) = 36.00 CHANNEL SLOPE = 0.0222
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 67.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00
CHANNEL FLOW THRU StJBAREA (CFS) = 27.23
FLOW VELOCITY(FEET/SEC.) = 4.23 FLOW DEPTH(FEET) = 0.31
TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 15.07
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 312.00 = 2361.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 11
>>>>>CONFLtJENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
•• MAIN STREAM CONFLtJENCE DATA ••
STREAM RtJNOFF Tc INTENSITY AREA
NtJMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 27.23 15.07 3.556 11.50
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 312.00 = 2361.00 FEET.
•• MEMORY BANK # 1 CONFLtJENCE DATA •*
STREAM RtJNOFF Tc INTENSITY AREA
NtJMBER (CFS) (MIN.) (INCH/HOtJR) (ACRE)
1 21.72 10.94 4.373 6.55
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 312.00 = 1235.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM RtJNOFF Tc INTENSITY
NtJMBER (CFS) (MIN.) (INCH/HOtJR)
1 41.48 10.94 4.373
2 44.89 15.07 3.556
COMPtJTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 44.89 Tc(MIN.) = 15.07
TOTAL AREA (ACRES) = 18.05
****************************************************************************
FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 12
»>>>CLEAR MEMORY BANK # 1 <<<«
****************************************************************************
FLOW PROCESS FROM NODE 312.00 TO NODE 350.00 IS CODE = 62
»»>COMPtJTE STREET FLOW TRAVEL TIME THRU SUBAREA<«<<
»>» (STREET TABLE SECTION # 1 USED) ««<
UPSTREAM ELEVATION (FEET) = 45.20 DOWNSTREAM ELEVATION (FEET) = 28.00
STREET LENGTH(FEET) = 480.00 CtJRB HEIGHT (INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL (DECIMAL) = 0.018
OtJTSIDE STREET CROSSFALL (DECIMAL) = 0.018
SPECIFIED NtJMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.02 0
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-walk Flow Section = 0.0200
**TRAVEL TIME COMPtJTED USING ESTIMATED FLOW(CFS) = 48.79
STREETFLOW MODEL REStJLTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.64
HALFSTREET FLOOD WIDTH(FEET) = 26.99
AVERAGE FLOW VELOCITY (FEET/SEC. ) = 7.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =4.69
STREET FLOW TRAVEL TIME (MIN.) = 1.10 Tc(MIN.) = 16.17
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.398
*USER SPECIFIED (SUBAREA) :
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.713
StJBAREA AREA (ACRES) = 2.80 SUBAREA RtJNOFF (CFS) = 7.80
TOTAL AREA (ACRES) = 20.85 PEAK FLOW RATE (CFS) = 50.54
END OF SUBAREA STREET FLOW HYDRAtJLICS:
DEPTH(FEET) =0.65 HALFSTREET FLOOD WIDTH(FEET) = 27.38
FLOW VELOCITY(FEET/SEC.) = 7.34 DEPTH*VELOCITY(FT*FT/SEC.) = 4.78
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 350.00 = 2841.00 FEET.
+ • +
I END ANALYSIS TO COSTA DEL MAR ROAD |
BEGIN ANALYSIS TO EL CAMINO DISCHARGE LOCATION
I
*************************************************************************
FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21
»>>>RATIONAL METHOD INITIAL StJBAREA ANALYSIS«<<<
*USER SPECIFIED (StJBAREA) :
RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200
S.C.S. CURVE NtJMBER (AMC II) = 0
INITIAL StJBAREA FLOW-LENGTH (FEET) = 100.00
UPSTREAM ELEVATION (FEET) = 76.00
DOWNSTREAM ELEVATION(FEET) = 70.00
ELEVATION DIFFERENCE(FEET) = 6.00
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 5.746
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 6.624
SUBAREA RtJNOFF (CFS) = 1.38
TOTAL AREA(ACRES) = 0.40 TOTAL RtJNOFF(CFS) = 1.38
NOTE: WEIGHTED C COEFFICENT C=0.6 USED - SEE ATTACHED CALCULATIONS
****************************************************************************
FLOW PROCESS FROM NODE 401.00 TO NODE 401.10 IS CODE = 51
>»»COMPtJTE TRAPEZOIDAL CHANNEL FLOW<<«<
»>>>TRAVELTIME THRU StJBAREA (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM (FEET) = 70.00 DOWNSTREAM (FEET) = 36.00
CHANNEL LENGTH THRU SUBAREA (FEET) = 910.00 CHANNEL SLOPE = 0.0374
CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000
MANNING'S FACTOR = 0.035 MAXIMtJM DEPTH (FEET) = 5.00
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.476
*USER SPECIFIED(SUBAREA):
NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .6000
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.05
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 3.16
AVERAGE FLOW DEPTH (FEET) = 0.29 TRAVEL TIME (MIN.) = 4.80
Tc(MIN.) = 10.55
StJBAREA AREA (ACRES) = 7.80 StJBAREA RtJNOFF (CFS) = 20.95
AREA-AVERAGE RUNOFF COEFFICIENT = 0.596
TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 21.88
END OF SUBAREA CHANNEL FLOW HYDRAtJLICS:
DEPTH(FEET) = 0.41 FLOW VELOCITY(FEET/SEC.) = 3.80
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 401.10 = 1010.00 FEET.
END ANALYSIS TO GRASSY OPEN SPACE ADJACENT TO EL CAMINO REAL |
BEGIN ANALYSIS OF EXISTING RESIDENTIAL NORTH EAST
I
****************************************************************************
FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21
>>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<<
*USER SPECIFIED (StJBAREA) :
RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200
S.C.S. CURVE NtJMBER (AMC II) = 0
INITIAL StJBAREA FLOW-LENGTH (FEET) = 70.00
UPSTREAM ELEVATION (FEET) = 78.00
DOWNSTREAM ELEVATION(FEET) = 76.00
ELEVATION DIFFERENCE(FEET) = 2.00
StJBAREA OVERLAND TIME OF FLOW (MIN.) = 6.156
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.336
SUBAREA RUNOFF (CFS) = 0.33
TOTAL AREA (ACRES) = 0.10 TOTAL RtJNOFF (CFS) = 0.33
****************************************************************************
FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 52
»>>>COMPUTE NATtJRAL VALLEY CHANNEL FLOW<««
>>>>>TRAVELTIME THRU StJBAREA<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 76.00 DOWNSTREAM (FEET) = 73.00
CHANNEL LENGTH THRU StJBAREA (FEET) = 380.00 CHANNEL SLOPE = 0.0079
NOTE: CHANNEL FLOW OF 1. CFS WAS ASStJMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) =0.33
FLOW VELOCITY(FEET/SEC) = 1.33 (PER LACFCD/RCFC&WCD HYDROLOGY MAITOAL)
TRAVEL TIME(MIN.) = 4.75 Tc(MIN.) = 10.91
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 450.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.381
*USER SPECIFIED (StJBAREA) :
LAWNS, GOLF COtJRSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RtJNOFF COEFFICIENT = 0.3655
StJBAREA AREA (ACRES) = 1.00 SUBAREA RtJNOFF (CFS) = 1.53
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.76
TC(MIN.) = 10.91
END OF STUDY StJMMARY:
TOTAL AREA (ACRES)
PEAK FLOW RATE (CFS)
1.10 TC(MIN.)
1.76
= 10.91
END OF RATIONAL METHOD ANALYSIS
Weighted C Calculations
El Camino Open Space Subarea
Natural Area = 4.08 Ac
Natural C = 0.35
Commercial Area = 4.09 Ac
Commercial C = 0.85
Total Area = 8.17
Cw = (0.35 X 4.08) + (0.85 x 4.09)
8.17
Cw = 0.6
La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 4
100-Year Hydrologic Model
for
Developed Conditions
EM:AH h:\reports\2503\01\a01.doc
w.o. 2503-1 5/18C005 5:00 PM
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COtJNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2003 Advanced Engineering Software (aes)
Ver. l.SA Release Date: 01/01/2003 License ID 1239
Analysis prepared by:
HtJNSAKER & ASSOCIATES - SAN DIEGO
10179 Huennekens Street
San Diego, Ca. 92121
(858) 558-4500
************************** DESCRIPTION OF STtJDY **************************
• VILLAS OF LA COSTA H&A W.O. #2503-1 *
• 100 YEAR DEVELOPED CONDITION HYROLOGIC ANALYSIS •
• May 12, 2005 • **************************************************************************
FILE NAME: H:\AES2003\2503\01\DEV-100.DAT
TIME/DATE OF STtJDY: 10:25 05/17/2005
USER SPECIFIED HYDROLOGY AND HYDRAtJLIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOtJR DURATION PRECIPITATION (INCHES) = 2.750
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
SAN DIEGO HYDROLOGY MANUAL "C'-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDtJRES FOR CONFLUENCE ANALYSIS
•USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL^
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OtJT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBtJTARY PIPE.*
+ +
I BEGIN ANALYSIS FOR DEVELOPED DISCHARGE TO NATtJRAL CHANNEL ADJACENT | """
I TO EL CAMINO REAL j
I INFLOW FROM INLET 102 - ARENAL ROAD
I
[
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 7
>»>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 7.07 RAIN INTENSITY (INCH/HOUR) = 5.79
TOTAL AREA (ACRES) = 1.65 TOTAL RUNOFF (CFS) = 5.07
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 500.00 IS CODE = 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU StJBAREA<<<<<
»»> (STREET TABLE SECTION # 1 USED) «<«
UPSTREAM ELEVATION (FEET) = 79.00 DOWNSTREAM ELEVATION (FEET) = 60.70
STREET LENGTH (FEET) = 390.00 CtJRB HEIGHT (INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OtJTSIDE STREET CROSSFALL (DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.65
STREETFLOW MODEL REStJLTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.36
HALFSTREET FLOOD WIDTH(FEET) = 11.21
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.05
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.83
STREET FLOW TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 8.36
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 5.202
*USER SPECIFIED (StJBAREA) :
STREETS & ROADS (CtJRBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NtJMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.631
SUBAREA AREA (ACRES) = 0.70 SUBAREA RUNOFF (CFS) = 3.17
TOTAL AREA (ACRES) = 2.35 PEAK FLOW RATE (CFS) = 7.72
END OF StJBAREA STREET FLOW HYDRAtJLICS:
DEPTH(FEET) =0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.99
FLOW VELOCITY(FEET/SEC.) = 5.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.97
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 390.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 501.00 TO NODE 500.00 IS CODE = 81
»>»ADDITION OF StJBAREA TO MAINLINE PEAK FLOW«<«
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.202
*USER SPECIFIED(SUBAREA):
GENERAL COMMERCIAL RtJNOFF COEFFICIENT = .8200
S.C.S. CtJRVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7267
SUBAREA AREA (ACRES) = 2.40 SUBAREA RUNOFF (CFS) = 10.24
TOTAL AREA (ACRES) = 4.75 TOTAL RtJNOFF (CFS) = 17.96
TC(MIN.) =8.36
****************************************************************************
FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< <<<<
TOTAL NtJMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 8.3 6
RAINFALL INTENSITY (INCH/HR) = 5.20
TOTAL STREAM AREA (ACRES) = 4.75
PEAK FLOW RATE (CFS) AT CONFLtJENCE = 17.96
+
I INFLOW FROM INLET 203 - ARENAL ROAD
+
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 7
»>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 11.30 RAIN INTENSITY(INCH/HOUR) = 4.28
TOTAL AREA (ACRES) = 3.00 TOTAL RtJNOFF (CFS) = 6.74
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 510.00 IS CODE = 62
»»>COMPtJTE STREET FLOW TRAVEL TIME THRU StJBAREA««<
>>>>> (STREET TABLE SECTION # 1 USED) ««<
UPSTREAM ELEVATION (FEET) = 78.00 DOWNSTREAM ELEVATION (FEET) = 66.00
STREET LENGTH(FEET) = 270.00 CtJRB HEIGHT (INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NtJMBER OF HALFSTREETS CARRYING RtJNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPtJTED USING ESTIMATED FLOW (CFS) = 7.09
STREETFLOW MODEL REStJLTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) =0.37
HALFSTREET FLOOD WIDTH(FEET) = 11.68
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.02
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.86
STREET FLOW TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 12.20
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.077
*USER SPECIFIED (SUBAREA) :
STREETS & ROADS (CtJRBS/STORM DRAINS) RtJNOFF COEFFICIENT = .8700
S.C.S. CtJRVE NtJMBER (AMC II) = 0
AREA-AVERAGE RtJNOFF COEFFICIENT = 0.546
StJBAREA AREA (ACRES) = 0.20 SUBAREA RUNOFF (CFS) = 0.71
TOTAL AREA (ACRES) = 3.20 PEAK FLOW RATE (CFS) = 7.13
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.76
FLOW VELOCITY(FEET/SEC.) = 4.99 DEPTH&VELOCITY(FT^FT/SEC.) = 1.86
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 510.00 = 270.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 81
>>>»ADDITION OF StJBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.077
•USER SPECIFIED(SUBAREA):
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200
S.C.S. CtJRVE NtJMBER (AMC II) = 0
AREA-AVERAGE RtJNOFF COEFFICIENT = 0.6578
StJBAREA AREA (ACRES) = 2.20 SUBAREA RtJNOFF (CFS) = 7.35
TOTAL AREA (ACRES) = 5.4 0 TOTAL RUNOFF (CFS) = 14.48
TC(MIN.) = 12.20
****************************************************************************
FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 41
»>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<«<
ELEVATION DATA: UPSTREAM (FEET) = 60.00 DOWNSTREAM (FEET) = 56.83
FLOW LENGTH(FEET) = 126.90 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.35
I
I
I
I
I
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 14.48
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 12.40
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 511.00 = 396.90 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 81
»>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«<<
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.033
•USER SPECIFIED(SUBAREA):
GENERAL COMMERCIAL RtJNOFF COEFFICIENT = .8200
S.C.S. CtJRVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7047
SUBAREA AREA(ACRES) = 2.20 StJBAREA RUNOFF(CFS) = 7.28
TOTAL AREA(ACRES) = 7.60 TOTAL RtJNOFF (CFS) = 21.60
TC(MIN.) = 12.40
****************************************************************************
FLOW PROCESS FROM NODE 511.00 TO NODE 510.00 IS CODE = 41
>»»COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<«
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<«
ELEVATION DATA: UPSTREAM (FEET) = 56.50 DOWNSTREAM (FEET) = 52.33
FLOW LENGTH (FEET) = 28.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 22.86
GIVEN PIPE DIAMETER (INCH) = 18.00 NtJMBER OF PIPES = 1
PIPE-FLOW(CFS) = 21.60
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 12.42
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 510.00 = 424.90 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1
>>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»>>>AND COMPtJTE VARIOUS CONFLUENCED STREAM VALUES<<<«
TOTAL NtJMBER OF STREAMS = 2
CONFLUENCE VALtJES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.42
RAINFALL INTENSITY (INCH/HR) = 4.03
TOTAL STREAM AREA (ACRES) = 7.60
PEAK FLOW RATE (CFS) AT CONFLtJENCE = 21.60
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NtJMBER (CFS) (MIN.) (INCH/HOtJR) (ACRE)
1 17.96 8.36 5.202 4.75 "
2 21.60 12.42 4.029 7.60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMtJLA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NtJMBER (CFS) (MIN.) (INCH/HOUR)
1 32.49 8.36 5.202
2 35.51 12.42 4.029
COMPtJTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 35.51 Tc(MIN.) = 12.42
TOTAL AREA (ACRES) = 12.35
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 424.90 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 500.00 TO NODE 520.00 IS CODE = 41
>>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<<
»>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «<<<
ELEVATION DATA: UPSTREAM (FEET) = 52.00 DOWNSTREAM (FEET) = 48.91
FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013
ASStJME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 20.09
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER (INCH) = 18.00 NtJMBER OF PIPES = 1
PIPE-FLOW(CFS) = 35.51
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 12.52
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 520.00 = 549.90 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 520.00 TO NODE 520.00 IS CODE = 81
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<«
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.007
•USER SPECIFIED (StJBAREA) :
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RtJNOFF COEFFICIENT = 0.7197
StJBAREA AREA (ACRES) = 0.80 StJBAREA RtJNOFF (CFS) = 2.63
TOTAL AREA(ACRES) = 13.15 TOTAL RtJNOFF(CFS) = 37.93
TC(MIN.) = 12.52
****************************************************************************
FLOW PROCESS FROM NODE 520.00 TO NODE 521.00 IS CODE = 41
>>>»COMPtJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>>>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<«<
ELEVATION DATA: UPSTREAM (FEET) = 48.41 DOWNSTREAM (FEET) = 46.93
FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
ASSUME FtJLL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.07
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 37.93
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 12.69
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 521.00 = 671.90 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 521.00 TO NODE 522.00 IS CODE = 41
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM (FEET) = 4 6.27 DOWNSTREAM (FEET) = 43.42
FLOW LENGTH (FEET) = 136.00 MANNING'S N = 0.013
ASSUME FtJLL-FLOWING PIPELINE ^
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.07
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER (INCH) = 24.00 NtJMBER OF PIPES = 1
PIPE-FLOW(CFS) = 37.93
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 12.88
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 522.00 = 807.90 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 522.00 TO NODE 523.00 IS CODE = 41
»»>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<««
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««<
ELEVATION DATA: UPSTREAM (FEET) = 43.33 DOWNSTREAM (FEET) = 39.95
FLOW LENGTH (FEET) = 154.60 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.07
PIPE FLOW VELOCITY = (TOTAL FLOW) / (PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER (INCH) = 24.00 NtJMBER OF PIPES = 1
PIPE-FLOW(CFS) = 37.93
-f
-I-
PIPE TRAVEL TIME (MIN.) = 0.21 Tc(MIN.) = 13.09
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 523.00 = 962.50 FEET.
***************************************************************************
FLOW PROCESS FROM NODE 523.00 TO NODE 524.00 IS CODE = 41
>>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>>»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««<
ELEVATION DATA: UPSTREAM(FEET) = 39.62 DOWNSTREAM(FEET) = 37.39
FLOW LENGTH (FEET) = 169.40 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.44
GIVEN PIPE DIAMETER (INCH) = 30.00 NtJMBER OF PIPES = 1
PIPE-FLOW(CFS) = 37.93
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 13.36
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 524.00 = 1131.90 FEET.
+
INFLOW FROM EXISTING AND PROPOSED SITE WITHIN EASTERN PORTION OF |
PROPOSED DEVELOPMENT 1 I
-I-
********************************************************•••••••••••••••••••*
FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 IS CODE = 81
»»>ADDITION OF StJBAREA TO MAINLINE PEAK FLOW<<<«
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.843
•USER SPECIFIED (StJBAREA) :
GENERAL COMMERCIAL RtJNOFF COEFFICIENT = .8200
S.C.S. CtJRVE NtJMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7448
SUBAREA AREA (ACRES) = 4.40 SUBAREA RtJNOFF (CFS) = 13.87
TOTAL AREA (ACRES) = 17.55 TOTAL RUNOFF (CFS) = 50.24
TC(MIN.) = 13.36
******************************************••••••••*******••••••••••••••••••*
FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.843
*USER SPECIFIED(SUBAREA):
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NtJMBER (AMC II) = 0
AREA-AVERAGE RtJNOFF COEFFICIENT = 0.7552
SUBAREA AREA (ACRES) = 2.80 SUBAREA RUNOFF (CFS) = 8.82
TOTAL AREA (ACRES) = 20.35 TOTAL RUNOFF (CFS) =. 59.06 _
TC(MIN.) = 13.36
****************************************************************************
FLOW PROCESS FROM NODE 524.00 TO NODE 530.00 IS CODE = 41
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<«<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «<<<
ELEVATION DATA: UPSTREAM (FEET) = 37.06 DOWNSTREAM (FEET) = 35.33
FLOW LENGTH (FEET) = 86.30 MANNING'S N = 0.013
ASSUME FtJLL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.03
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 59.06
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 13.48
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 530.00 = 1218.20 FEET.
************************************•*****************•••••••••••*****••••••
FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 81
>>>>>ADDITION OF StJBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 3.821
•USER SPECIFIED (StJBAREA) :
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RtJNOFF COEFFICIENT = 0.7626
SUBAREA AREA (ACRES) = 1.40 StJBAREA RtJNOFF (CFS) = 4.65
TOTAL AREA(ACRES) = 21.75 TOTAL RtJNOFF(CFS) = 63.38
TC(MIN.) = 13.48
****************************************************************************
FLOW PROCESS FROM NODE 530.00 TO NODE 531.00 IS CODE = 41
>>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA«<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)«<«
ELEVATION DATA: UPSTREAM (FEET) = 35.00 DOWNSTREAM (FEET) = 33.68
FLOW LENGTH(FEET) = 65.70 MANNING'S N = 0.013
ASSUME FtJLL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.91
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER (INCH) = 30.00 NtJMBER OF PIPES = 1
PIPE-FLOW(CFS) = 63.38
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 13.57
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 531.00 = 1283.90 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 531.00 TO NODE 540.00 IS CODE = 41
»»>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<«
»>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «<«
ELEVATION DATA: UPSTREAM (FEET) = 33.35 DOWNSTREAM (FEET) = 29.27
FLOW LENGTH (FEET) = 204.00 MANNING'S N = 0.013
ASStJME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.91
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER (INCH) = 30.00 NtJMBER OF PIPES = 1
PIPE-FLOW(CFS) = 63.38
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 13.83
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 540.00 = 1487.90 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 540.00 TO NODE 540.00 IS CODE = 81
»>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 3.759
•USER SPECIFIED (StJBAREA) :
GENERAL COMMERCIAL RtJNOFF COEFFICIENT = .8200
S.C.S. CURVE NtJMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7663
StJBAREA AREA (ACRES) = 1.50 StJBAREA RtJNOFF (CFS) = 4.62
TOTAL AREA (ACRES) = 23.25 TOTAL RtJNOFF (CFS) =66.97
TC(MIN.) = 13.83
^ 1
I END ANALYSIS FOR DEVELOPED DISCHARGE TO NATURAL FLOW PATH |
I BEGIN ANALYSIS FOR DEVELOPED FLOW TO COSTA DEL MAR ROAD |
****************************************************************************
FLOW PROCESS FROM NODE 600.00 TO NODE 600.10 IS CODE = 21
»»>RATIONAL METHOD INITIAL StJBAREA ANALYSIS<<<<<
•USER SPECIFIED (StJBAREA) :
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700
S.C.S. CtJRVE NtJMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH (FEET) = 60.00
UPSTREAM ELEVATION(FEET) = 56.50
DOWNSTREAM ELEVATION (FEET) = 55.90
ELEVATION DIFFERENCE (FEET) = 0.60
StJBAREA OVERLAND TIME OF FLOW (MIN.) = 3.207
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMtJM OVERLAND FLOW LENGTH = 60.00
(Reference: Table 3-lB of Hydrology Mauiual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 7.246
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
StJBAREA RUNOFF (CFS) = 0.63
TOTAL AREA (ACRES) = 0.10 TOTAL RtJNOFF (CFS) = 0.63
****************************************************************************
FLOW PROCESS FROM NODE 600.10 TO NODE 601.00 IS CODE = 62
»>»COMPtJTE STREET FLOW TRAVEL TIME THRU StJBAREA«<<<
>>>» (STREET TABLE SECTION # 1 USED) ««<
UPSTREAM ELEVATION(FEET) = 55.90 DOWNSTREAM ELEVATION(FEET) = 45.20
STREET LENGTH(FEET) = 505.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NtJMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
••TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.90
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.35
HALFSTREET FLOOD WIDTH(FEET) = 10.59
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26
PRODUCT OF DEPTH&VELOCITY(FT^FT/SEC.) = 1.15
STREET FLOW TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 5.78
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.595
•USER SPECIFIED (StJBAREA) :
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200
S.C.S. CtJRVE NtJMBER (AMC II) = 0
AREA-AVERAGE RtJNOFF COEFFICIENT = 0.824
SUBAREA AREA (ACRES) = 1.20 StJBAREA RUNOFF (CFS) = 6.49
TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 7.06
END OF SUBAREA STREET FLOW HYDRAtJLICS:
DEPTH(FEET) =0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.79
FLOW VELOCITY(FEET/SEC.) = 3.73 DEPTH&VELOCITY(FT^FT/SEC.) = • 1.53
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 601.00 = 565.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 81
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<«
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.595
•USER SPECIFIED(SUBAREA):
STREETS & ROADS (CURBS/STORM DRAINS) RtJNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8384
StJBAREA AREA(ACRES) = 0.60 StJBAREA RUNOFF(CFS) = 3.44
TOTAL AREA(ACRES) = 1.90 TOTAL RtJNOFF(CFS) = 10.51
TC(MIN.) = 5.78
****************************************************************************
FLOW PROCESS FROM NODE 601.00 TO NODE 610.00 IS CODE = 62
>>>>>COMPtJTE STREET FLOW TRAVEL TIME THRU SUBAREA<<«:<
»>>> (STREET TABLE SECTION # 1 USED) ««<
UPSTREAM ELEVATION(FEET) = 45.20 DOWNSTREAM ELEVATION(FEET) = 28.00
STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RtJNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPtJTED USING ESTIMATED FLOW (CFS) = 19.49
STREETFLOW MODEL REStJLTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 18.79
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.90
STREET FLOW TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 7.16
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.748
*USER SPECIFIED(SUBAREA):
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200
S.C.S. CtJRVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 826
SUBAREA AREA (ACRES) = 3.80 StJBAREA RtJNOFF (CFS) = 17.91
TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 27.07
END OF StJBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.45
FLOW VELOCITY(FEET/SEC.) = 6.29 DEPTH*VELOCITY(FT*FT/SEC.) = 3.43
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 610.00 = 1045.00 FEET.
+
I END OF ANALYSIS DEVELOPED FLOW TO COSTA DEL MAR |
I BEGIN ANALYSIS FOR FLOW DIRECTED TO EAST |
I I +
****************************************************************************
FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
*USER SPECIFIED (StJBAREA) :
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL StJBAREA FLOW-LENGTH (FEET) = 100.00
UPSTREAM ELEVATION(FEET) =61.00 "
DOWNSTREAM ELEVATION(FEET) = 60.00
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 3.207
WARNING: INITIAL StJBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMtJM OVERLAND FLOW LENGTH = 60.00
(Reference: Table 3-lB of Hydrology Manual)
THE MAXIMtJM OVERLAND FLOW LENGTH IS USED IN Tc CALCtJLATION!
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 7.246
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE.
StJBAREA RtJNOFF (CFS) = 2.52
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 2.52
+ -- -1-
I END ANALYSIS FOR EASTERN DISCHARGE |
I BEGIN ANALYSIS FOR DISCHARGE TO EL CAMINO REAL |
I I +
****************************************************************************
FLOW PROCESS FROM NODE 900.00 TO NODE 901.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL StJBAREA ANALYSIS<««
*USER SPECIFIED (StJBAREA) :
STREETS & ROADS (CtJRBS/STORM DRAINS) RtJNOFF COEFFICIENT = .8700
S.C.S. CtJRVE NUMBER (AMC II) = 0
INITIAL StJBAREA FLOW-LENGTH (FEET) = 80.00
UPSTREAM ELEVATION (FEET) = 82.00
DOWNSTREAM ELEVATION (FEET) = 78.00
ELEVATION DIFFERENCE(FEET) = 4.00
StJBAREA OVERLAND TIME OF FLOW (MIN.) = 2.166
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 7.246
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE.
StJBAREA RUNOFF (CFS) = 0.38
TOTAL AREA (ACRES) = 0.06 TOTAL RUNOFF (CFS) = 0.38
****************************************************************************
FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 62
»»>COMPtJTE STREET FLOW TRAVEL TIME THRU StJBAREA<<<«
>»» (STREET TABLE SECTION # 1 USED) <««
UPSTREAM ELEVATION (FEET) = 78.00 DOWNSTREAM ELEVATION (FEET) = 49.00
STREET LENGTH (FEET) = 980.00 CtJRB HEIGHT (INCHES) = 8.0
STREET HALFWIDTH (FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 20.00
INSIDE STREET CROSSFALL (DECIMAL) = 0.018
OtJTSIDE STREET CROSSFALL (DECIMAL) = 0 . 018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RtJNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.02 0
Mourning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPtJTED USING ESTIMATED FLOW (CFS) = 2.28
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.29
HALFSTREET FLOOD WIDTH (FEET) = 7.34
AVERAGE FLOW VELOCITY (FEET/SEC.) = 3.38
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99
STREET FLOW TRAVEL TIME (MIN.) = 4.84 Tc(MIN.) = 7.00
100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 5.830
•USER SPECIFIED (StJBAREA) :
STREETS & ROADS (CURBS/STORM DRAINS) RtJNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RtJNOFF COEFFICIENT = 0.870
StJBAREA AREA(ACRES) = 0.74 SUBAREA RtJNOFF (CFS) = 3.75
TOTAL AREA (ACRES) = 0.80 PEAK FLOW RATE (CFS) = 4.06
END OF StJBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.91
FLOW VELOCITY(FEET/SEC.) = 3.79 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29
LONGEST FLOWPATH FROM NODE 900 00 TO NODE 902.00 = 1060.00 FEET.
END OF STUDY StJMMARY:
TOTAL AREA (ACRES)
PEAK FLOW RATE (CFS)
0.80
4.06
TC(MIN.) = 7.00 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II I II I II
t
II
II
II 1 II
I
II
.1 II
II
II
il
II
11
II
11
II
11
II
11
II
11
II
11
II
11
II
END OF RATIONAL METHOD ANALYSIS
La Costa Resort & Spa Phases I & I
Drainage Study
CHAPTER 5
HYDRAULIC ANALYSIS
(USING STORM SOFTWARE)
5.1 - Storm Drain Legend Map
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LEGEND
PIPE NOOE ID
EXISTING STORM DRAIN
PROPOSED STORM DRAIN
SCALE: 1"=
PREPARED BY:
HUNSAKER &, ASSOCIATES
STORM DRAIN LEGEND MAP FOR
LA COSTA RESORT & SPA
PHASES I &
CITY OF CARLSBAD, CALIFORNIA
SHEET
1
OF
La Costa Resort & Spa Phases I & II
Drainage Study
CHAPTER 5
HYDRAULIC ANALYSIS
(USING STORM SOFTWARE)
5.2 - Starting Water Surface Elevation
Determination
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Worksheet for WSE DETERMINATION
Proje
Flow Element:
Friction Method:
Solve For:
Roughness Coefficient:
Channel Slope:
Diameter:
Discharge:
Circular Pipe
Manning Formula
Normal Depth
0.013
1.00
36
67.00
%
in
cfs
Normal Depth: 2.47 ft
Flow Area: 6.23 ft=
Wetted Perimeter: 6.83 ft
Top Width: 2.29 ft
Critical Depth: 2.62 ft
Percent Full: 82.4 %
Critical Slope: 0.00918 ft/ft
Velocity: 10.75 ft/s
Velocity Head: 1.80 ft
Specific Energy: 4.27 ft
Froude Number: 1.15
Maximum Discharge: 71.74 ft»/s
Discharge Full: 66.69 ftVs
Slope Full: 0.01009 ft/ft
Flow Type: Supercritical
Downstream Depth: 0.00 ft
Length: 0.00 ft
Number Of Steps: 0
Upstream Depth: 0.00 ft
Profile Description: N/A
Profile Headloss: 0.00 ft
Average End Depth Over Rise: 0.00 %
Normal Depth Over Rise: 0.00 %
Downstream Velocity: 0.00 ft/s
La Costa Resort & Spa Phases I &
Drainage Study
CHAPTER 5
HYDRAULIC ANALYSIS
(USING STORM SOFTWARE)
5.3 - STORM Model Input and Output
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I
COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1
(INPtJT) DATE: 05/18/05
PAGE 1
r
PROJECT: LA COSTA RESORT & SPA (PHASES I t II)
lESIGNER: AH
CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Ll L3 L4 Al A3 A4 J N
8 1 31.23
2 5 67.0 67.0 378.96 28.76 32.03 0.00 36. 0. 3 0.50 0.00 0.05 1 6 15 0 0. 9. 0. 4.00 0.013
2 6 63.4 63.4 196.22 32.36 34.32 0.00 36. 0. 3 0.50 0.00 0.05 0 7 0 0 90. 0. 0. 4.00 0.013
2 7 63.4 63.4 107.86 34.32 36.02 0.00 36. 0. 1 0.50 0.20 0.05 0 0 0 0 0. 0. 0. 5.00 0.013
2 15 4.6 4.6 15.25 32.95 33.10 0.00 18. 0. 1 0.00 0.20 0.05 6 0 0 0 0. 0. 0. 4.00 0.013
LA COUNTY PtJBLIC WORKS
PROJECT: LA COSTA RESORT & SPA (PHASES I S II)
DESIGNER: AH
STORM DRAIN ANALYSIS REPT: PC/RD4412.2
DATE: 05/18/05
PAGE 1
LINE Q D W DN DC
NO (CFS) (IN) (IN) (FT) (FT)
FLOW SF-FULL
TYPE (FT/FT)
VI V 2
(FPS) (FPS)
FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW
(FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS
1 HYDRAULIC GRADE LINE CONTROL = 31.23
5 67.0 36 0 3.00 2.61 PART 0.01009 10.3 11.2
X - 0.00 X(N) = 0.00 X(J) = 373.82 F(J)
6 63.4 36 0 2.34 2.56 PART 0.00903 10.7 9.9
X = 0.00 X(N) = 25.04
7 63.4 36 0 1.95 2.56 FtJLL 0.00903 9.0 9.0
28.76 32.03 31.37 34.40 2.61 2.37 0.00
29.63 D(BJ) = 2.37 D(AJ) = 2.85
0.00 HYD JUMP
32.36 34.32 34.70 36.88 2.34 2.56 0.00 0.00
34.32 36.02 39.76 40.73 5.44 4.71 42.23 0.00
6 HYDRAULIC GRADE LINE CONTROL =34.55
15 4.6 18 0 0.70 0.82 SEAL 0.00192 2.6 2.6 32.95 33.10 34.55 34.58 1.60 1.48 *34.71 0.00
X = 12.84 X(N) = 0.00
VI, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END
V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END
X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION
X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER StJRFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER
X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE
F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JtJMP
D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE)
D(AJ) - DEPTH OF WATER AFTER THE HYDRAtJLIC JUMP (DOWNSTREAM SIDE)
SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART
HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO StJBCRITICAL THROUGH A HYDRAULIC JUMP
HJ IS UJT INDICATES THAT HYDRAULIC JtJMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE
HJ a DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE
5/18/2005 16: 6
La Costa Resort & Spa Phases I &
Drainage Study
CHAPTER 6
Riprap Sizing
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RIPRAP SIZING
LA COSTA RESORT SPA - PHASES I AND II
STORM DRAIN LINE "A" OUTFALL
Diameter, D = 3.0 ft
Velocity, V = 11.2 fps (From FlowMaster Output)
Use D-40: Type 1
Rock Class: 1/4 Ton
(Per SDRSD D-40 and 2003 Regional Supplement to "Greenbook 2003"
Standard Specifications)
Length, L= 12.0 ft
Upstream Width, W= 6.0 ft
Downstream Width, W= 9.0 ft
Using 3:1 side slopes and placing riprap up to the top of pipe:
Total Upstream W = 15.0 ft
Total Downstream W= 18.0 ft
(Per SDRSD D-40)
Thickness, T = 5.4 ft
(Per 2003 Regional Supplement to "Greenbook 2003" Standard
Specifications and based on three times the DSO)
Filter Blanket: Upper Layer: 3/4 " Crushed Rock (or equivalent)
Thickness, T = 1.0 ft
Lower Layer: Sand
(Per 2003 Regional Supplement to "Greenbook 2003" Standard Specifications
6/9/2005 lofl H:\EXCEL\2503\01\1stSubmittal\RIPRAP-CARLSBAD.xls
2D OR 2 ff (min.) Endwall (^cai)
PLAN
Concrete
Channel
1/2.0 min
SECTION B-B
0 = Pipe Diameter
W = Bottom Width of Channel
JSf (min.)
-Rter Blanket
Sill, doss 420-C-2000
Concrete
SECTION A-A
NOTES
1. Plans shall specify:
A) Rock Class and thickness (T).
B; Filter materiel, nuniber of loyers and thickness.
2. Rip rap ^(d be either quarry stone or broken
concrete (if shown on the plans.) Cobbles
are not occeplable.
3. FSp rop shell be ploced over filter blonket which may tie either granular material or filter fabric.
4. See Regional Supplement Amendnnents for selection
of rip rap and filter bkinket. 5- Rip rap energy dissipators shii be designoted os either
Type 1 or Type 2. Type 1 *all be with concrete sill;
'^pe 2 shall be without silL
RECOMMENOED BY IHE SAN DEGO
RESONAL STANDARDS COUMITIEE
Chairprfson R.CE. 19246
DRAWNG
NUMBER D-40
SAN DIEGO REGIONAL STANDARD DRAWING
RIP RAP
ENERGY DISSIPATOR
Revision
ORIGINAL
By Approved
Kerchevol 12/75
Date
SEE SDD-100
2003 REGIONAL SUPPLEMENT
200-1.6.3 Quality Requirements
Page 45 - First paragraph, second sentence change "60 days" to "30 days".
200-1.7 Selection of Riprap and Filter Blanket Material Material
Table 200-1.7
Velocity
Meters/Sec
(Ft/Sec)
(1)
Rock Class
Rip
Rap
Filter Blanket Upper T.aYf»rfQ)
Velocity
Meters/Sec
(Ft/Sec)
(1)
(2) Thie
k-
Nes
s
Option 1
Sect. 200
(4)
Optio
n2
Sect.4
00
(4)
Option 3
(5)
Lower
Layer
(6)
2(6-7). No. 3 Backing 0.6 5 mm (3/16") C2 D.G.
2.2 (7-8) No. 2 Backing 1.0 6 mm (1/4") B3 D.G.
2.6 (8-9.5) Facing 1.4 9.5 mm (3/8") D.G.
3(9.5-11) Liglit 2-Q 12.5 mm QA") ____ 25mm (3/4"-1-1/2")
3.5(11-13) 220 kg (1/4 Ton) 2,7 19 mm (3/4") 25mm (3/4"-1-1/2") SAND
4 (13-15) 450 kg C/2 Ton) 3.4 25 mm (1") 25mm (3/4"-1-1/2") SAND
4.5 (15-17) 900 kg (ITon) 4.3 37.5 mm (1-1/2") TYPEB SAND
5.5 (17-20) l.STonne (2 Ton) 5.4 50 mm (2") TYPEB SAND
See Section 200-1.6. see also Table 200-1.6 (A)
Practical use ofthis table is limited to situations where "T" is less than inside diameter.
(1) Average velocity in pipe or bottom velocity m energy dissipater, whichever is greater.
(2) If desired rip rap and filter blanket class is not available, use next larger class.
(3) Filter blanket thickness = 0.3 Meter (1 Foot) or "T", whichever is less.
(4) Standard Specifications for Public Works Construction.
(5) D.G. = Disintegrated Granite, Inma to 10mm.
P.B. = Processed Miscellaneous Base.
La Costa Resort & Spa Phases I &
Drainage Study
CHAPTER 7
Existing Condition IHydrology IVlap
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7~
La Costa Resort & Spa Phases I &
Drainage Study
CHAPTER 8
Developed Condition Hydrology Map
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