HomeMy WebLinkAbout; Elm Avenue Storm Drain; Elm Avenue Storm Drain; 1988-11-09ELM AVENUE STORM DRAIN
HYDROLOGY AND DRAINAGE REPORT
prepared for
CITY OF CARLSBAD
2075 Las Palmas Drive
Carlsbad, CA 92008
(619) 438-1161
prepared by
CHURCH ENGINEERING, INC,
225 Broadway, Suite 700
San Diego, CA 92101
Job No.: 8005.017
Date Prepared: 9/15/87
Date Revised: 11/9/88
TABLE OF CONTENTS
DESCRIPTION PAGE
INTRODUCTION 1
PROJECT SITE/LOCATION MAP 2
DESIGN CRITERIA AND METHODOLOGY 3
A. BASIC DESIGN CRITERIA 3
B. USE OF UPDATED COUNTY HYDROLOGY 3
C. DISCUSSION OF MASTERPLAN OF DRAINAGE 3
D. HYDROLOGY 4
E. HYDRAULICS
ENGINEERS CALCULATIONS
EXHIBIT A: 200 SCALE HYDROLOGY MAP
APPENDIX: APPLICABLE CHARTS AND GRAPHS
INTRODUCTION
This project is located along Elm Avenue between Harding Street
and Washington Street. The goal of this project is to improve
the drainage conditions along Elm Avenue by constructing an
underground storm drain system that will:
a) Eliminate flooding of the street
b) Eliminate the need for cross gutters along Elm Avenue so
that decorative pedestrian crosswalks can be constructed.
c) Provide a drainage system for future landscaped medians
along Elm Avenue.
The purpose of this report is to; calculate the expected
rainfall runoff, determine the adequacy of the existing storm
drain system between 1-5 and Jefferson Street and Provide
Hydraulic calculations to substantiate the design of the
proposed storm drain system.
DESIGN CRITERIA AND METHODOLOGY
A. BASIC DESIGN CRITERIA
Hydrology and hydraulic design has been based on drainage
design criteria as outlined in the Standard Design Criteria
for the Design of Public Works Improvements in the City of
Carlsbad, approved June 19, 1987.
B. USE OF UPDATED COUNTY HYDROLOGY
Values for C, Tc and I used in hydrology calculations have
been determined using criteria from the San Diego County
Hydrology Manual, revised January 1985, as opposed to using
the charts in the Master Drainage Plan for the City of
Carlsbad, dated June 1980.
C. DISCUSSION OF MASTER PLAN OF DRAINAGE
The project is entirely located within the Buena Vista Creek
watershed as shown in the Master Plan of Drainage for the
City of Carlsbad. The point of discharge for the proposed
Elm Avenue storm drain is at an existing cleanout on the
North side of Elm Avenue approximately 100 feet East of the
railroad tracks (point "A"). Two 48" Reinforced
Concrete Pipe's run northerly from this cleanout at
approximately 0.5% grade and are part of an existing storm
drain system that discharges ultimately in to Buena Vista
Lagoon. This existing storm drain system is identified as
facility AA in the Master Plan of Drainage.
Per the 800 scale maps in the Master Plan of Drainage,
basins contributing to runoff at point "A" in facility AA
are numbers 110-14 through 110-27. (See 800 scale drainage
basin maps on file at the City of Carlsbad Engineering
Department.) Preliminary calculations for runoff from these
basins, based on current County of San Diego hydrology
methods, indicate a flow rate of approximately 322 CFS for
the 50 year storm. The Master Plan indicates a flow rate of
304 CFS. The capacity of the existing dual 48" R.C.P.,
running North from point "A", based on uniform open channel
flow in the pipes, is 210 CFS. These results were discussed
with Charles Kubli at the City Engineering Department. Per
Mr. Kubli runoff from the basins which drain westerly along
Oak Avenue (Basins 110-14 through 110-21), which according
to the Master Plan would be included in facility AA, will be
diverted to another drainage facility running Southerly
along the railroad and will not be included in the design of
the Elm Avenue storm drain.
Per our field investigation and discussion with City
maintenance personnel it had been determined that runoff
from basins 110-25, 110-26 and a portion of basin 110-27
lying south of Elm Avenue drain by various routes to an
existing CSP culvert that drains easterly under the railroad
approximately 500' south of Elm Avenue and thence drain to
the South in an existing ditch.
Therefore the basins as shown on the Master Plan 800 scale
maps contributing flow to the proposed Elm Avenue storm
drain are 110-22, 110-23 and 110-24.
D.HYDROLOGY
1. Runoff Flows:
Rational Method, Q=CIA
Q= Rate of flow in cubic feet per second (CFS)
C= Runoff coefficient expressed as that percentage of
rainfall which becomes surface runoff.
1= Average rainfall intensity for a storm duration equal
to the time of concentration (T ) of the contributing
drainage basin.
A= Area of drainage basin tributary to the design point
(acres)
NOTE:
Secondary sub-basins where flood routed at the junctions to
the main line as computations continued downstream, using
the following method:
When a junction is reached, start at the upper end of the
tributary area and calculate its Q as was done before, down
to the junction.
(a)
(b)
T , I
time o
Compute the peak Q at each junction. Let A,
correspond to the tributary area with longer
concentration. let Q, , T, , correspond to the
tributary time of concentration and Q , T
corresponding to the peak Q and time of concentration
when the peak flow occurs.
If the tributary
concentration, the
the peak Q.
areas have the same
tributary q's are added
time of
to obtain
Q - Q A B = TA
(c) If the tributary areas have
concentration, the smaller of the
corrected as follows:
different times of
tributary Q's must be
(1) The usual case is where the tributary area with the
longer time of concentration has the larger Q. In
this case, the smaller Q is corrected by a ratio of
the intensities and added to the larger Q to obtain
the peak Q. The tabling is then continued
downstream using the longer time of concentration.
(2) In some cases, the tributary area with the shorter
time of concentration has the larger Q. In this
case, the smaller Q is corrected by a ratio of the
times of concentration and added to the larger Q to
obtain the peak Q. The tabling is then continued
downstream using the shorter time of concentration.
QA TB
A TA B
Coefficient of Runoff, C:
The Elm Avenue drainage basin is located in a urban area and
for the purpose of calculating the percent runoff will be
considered entirely as a commercial land use. (80%
Impervious). The soils group map indicates the basin is 67%
Type A (low runoff potential) and 33% Type D (very high
runoff potential.) From table 2 of the San Diego County
Hydrology Manual values for C are .70 for Soil Group A and
.85 for soil group D.
Weighted C is determined as follows:
C = .67 (.70) + .33 ( .85) = .75
Time of Concentration T :
Time of concentration is defined as the time required for
runoff to flow from the most remote part of the watershed to
the outlet point under consideration.
At any given point in the drainage system T
where:
T. = Time for overland and gutter flow to an inlet.
Tf = Time for in the storm drain system.
T.
Formula used for the time of overland flow is from the City
of San Diego drainage manual:
T = 1.8 (1.1 - C) (D)1/2/(S)1/3 (See appendix Pg A-3)
Time of gutter flow is determined by dividing length of
gutter by velocity (V ). Gutter velocity taken from gutter
and roadway discharge" - velocity chart, San Diego County
Hydrology manual Appendix X-D. (See Appendix Page A-4.)
4. Rainfall Intensity, I:
Determined from intensity-duration-frequency curves listed
as Appendix XI in the San Diego County Hydrology Manual (See
Appendix Pages A-5, A-6, A-7)
Precipitation rates determined from precipitation maps shown
in Section II-A of San Diego County Hydrology Manual, (see
Appendix Pages A-8, A-9, A-10, A-ll, A-12, A-13) Summary of
precipitation rates is as follows:
Storm Frequency 6/Hr Precipitation 24/Hr Precipitation
10 Year 1.7 inches 3.0 inches
50 Year 2.4 inches 3.9 inches
100 Year 2.6 inches 4.3 inches
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0.4—;
I I I
2 3 4 56789 10
DISCHARGE (C.FS.)
EXAMPLE:
Given: Q = 10 S= 2.5%
Chart gives; Depth = 0.4, Velocity = 4.4 f.pxs.
I
20
I
30 40 50
SAN DIEGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
DESIGN MANUAL
APPROVED.
GUTTER AND ROADWAY
DISCHARGE-VELOCITY CHART
DATE APPENDIX X-D
I.U_ A _ J Jl
JNTENSITY-DU/IATI, DESIGN CHART
T"iTnTlllliiliI-l-i '•' l-kiirliitiiii.iiiiiinnrr::• Y V i 'i.l-j'l Li i Him"film
I Equation: I •••« 7.44 Pfi D ~*645
I = Intensity (In./Hr.)
PA = 6 Hr. Precipitation (In.)
i
,., D = Duration (Min.)
ill
f;
15 20
Minutes
30 40 50 I
Duration
2 . 3
Hours
456
Directions for Application:
1) From precipitation naps determine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed in the County Hydrology
Manual (10, 50 and 100 yr. maps included in the
Design and Procedure Manual).
2) Adjust 6 hr. precipitation (if necessary) so
that it is within the range of 45% to 65% of
the 24 hr. precipitation. (Not applicable
to Desert)
3) Plot 6 hr. precipitation on the right side
of the chart.
4) Drav/ 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:
0) Selected Frequency
1) Pc = In., P,,
yr.
%*
2) Adjusted *Pg=
3) t,. =
24
min.
4) I in/hr.
*Not Applicable to Desert Region
APPENDIX XI
IV-A-14
Revised 1/85
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION 5-
FLOCD CONTROL
10-YEAR 6-HOUli PRECIPITATION
33'
•16- ISGPLIMALS QF 10-YEAR G-IIOU3
PRECIPITATION IN TENTHS OF AM INCH
Prepi/red by
U.S. DEPARTMENT OF COMMERCE
NATIONAL OCEANIC AND AT
SPECIAL STUDIES BRANCH, OFFICE OF I
30'
, 20
j\^>~OO\'j\\'^ -"r"V^>v-
IOSIMIER1C ADMINISTRATION
20201?-YDROLOGY, NATIONAL WEATHER SERVICE
1618202424^20
116°
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION £•
FLOOD CONTROL 50-YEAR 6-HOUfr PRECIPITATION
'21U ISOPLUVIALS OF 50-YEAR 6-HOUR«-« — IV VI I <Ul/ I I J IL.VS I U I W W I b.1 tl« VJ I I v w i»
PuECSFiTATiSii i?.j YEfJTiJS OF ftfj IfJCH
f^^S^PH\V^^U^m^^K^a\-
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NATIONAL OCEANIC AND AT
SPECIAL STUDIES DRANCH. OFFICE OK II
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DSPIIERIC ADMINISTRATION
DROLOGY. NATIONAL WEAT
«UMINISTRATION
NATIONAL WEATHER SERVICE
Pwpnjcd by
u.s. DEPARTME;
30'
116°
LjMTY OF SAN DIEGO
DEPARTMENT OF SANITATION 5-
FLOOD CONTROL
33'
100-YEAR 6-HOU! PRECIPITATION
^20-/ ISOPLUVIALS OF 100-YEAR 6-HOUR
PKECiPiTATIQi! Kl EHTHS OF AH KX\\
U.S. DEPARTMEN
NATIONAL OCEANIC AND AT!
SPECIAL STUDIES BRANCH. OFFICE OF II
^, LAf
r OF COMMERCE
OSPIIERIC ADMINISTRATION
UROLOGY. NATIONAL WEATHER SERVICE
30'.
US'
OF SAN DIEGO .
DEPARTMENT OF SANITATION S-
FLOOD CONTROL
33°
10-YEAR 24-HOUR PRECIPITATION
-20-/ISOPIUVIALS 3F 10-YEAR 24-HOUR
PRECIPITATION IN TENTHS OF AN INCH
U.S. DEPARTMEfi
NATIONAL OCEANIC AND AT
SPECIAL STUDIES DRANCII. OFFICE OK I
30
>
o
OSPIIERIC ADMINISTRATION
DROLOGY. NATIONAL WEATHER SERVICE
COUNTY OF SAM DIEGO .
DEPARTMENT OF SANITATION 5-
FLOOD CONTROL
30'
15'
33°
45''
50-YEAR 24-HOUR PRECIPITATION
1SOPLUVIALS OF 50-YEAR 24-HOUR
PRECIPITATION IN TENTHS OF AN INCH
30'
f '>I
' UKOLOGY. NATIONAL WEATHER SERVICE <
Prep
U.S. DEPARTMEN
NATIONAL OCEANIC AND ATr OSPUERtC ADMINISTRATION
STUDIES BRANCH. OFFICE OF II
118
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION S-
FLOOD CONTROL
30'
15
33'
Prepm
U.S. DEPARTMEN
NATIONAL OCEANIC AND AT\
SPECIAL STUDIES BKANCIl. OKKICE OF II'
30' -
nil'
100-YEAR 24-
-2IUISGPLUVIALS 0
PRECIPITATION IN '
R PRECIPITATION
f 100 -YEAR 24-HOUR
EMTHS OF AN INCH
OSPIIERIC ADMINISTRATION
DHOLOGY. NATIONAL WEATHER SERVICE
30'117°30'116"
11-84
i
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100 S,*r
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o
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14
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100 S0
/A
*$
//
X
V^'
X
f
50 100 150 200
DISCHARGE-Q-CFS
250 300 350
EXAMPLE
® GIVEN:
48 CFS. AHW « 4.B FT
L- 60 FT;S0'0.003
(J) SELECT 36"
HW'3 9FT
BUREAU OF PUBLIC ROADS JAN. 1963
CULVERT CAPACITY
CIRCULAR CONCRETE PIPE
SQUARE-EDGED ENTRANCE
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REDUCE LENGTH TO 06 ACTUAL L
TO COMPUTE -^
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-43" x27"
20 30
DISCHARGE-Q-CFS
40 50 60
EXAMPLE
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(J) SELECT N0.4, 43"« 27"
HW • 2.8 FT.
UNPAVED INVERT
BUREAU OF PUBLIC ROADS JAN. 1963
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HEADWALL ENTRANCE
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-6 <
-5 0
^- 4 £
To uie scale (2) or (3) project **-
_ 3 horiiontally to scale (1), then
use ttroiaht Inclined tine through
- J illullrated.
i o " B "'
/ t \ 1
'8 I/ 0 \|
6 ( 1 )
- .5
1)r (
' 3
- 2
- 1.5
-,.0
Q 1> J
- .8
- .7
- .6
5'
- .4
L
2)
- 4 t
- 3
- 2
- 1.5
*
- 1.0
- .9
- .8
- .7
- .6
- .5
- .4
.35
3)
4
- 3
- 2
- 1.5
- 1.0
- .9
- .8
- .7
- .6
- .5
- .4
• .35
BUREAU OF PUBLIC BOADS JAN. 1963
HEADWATER DEPTH FOR
C. M. PIPE-ARCH CULVERTS
WITH INLET CONTROL ,
n-ei
r-2000
V)u.u
o
UJ
(E
I
Slept S0
SUBMERGED OUTLET CULVERT FLOWING FULL
MVK- M« ho-LSo
For outltt crown not tubmirgtd, compute HW by
mtlriodt d»cribfd in Ini dllign proctdvirt
p.4
-.5
-.6
-.8
-1.0
-2
-3
5
6
8
10
i- 20
"- 4
BUREAU OF PUBLIC R040S J4N 1963
HEAD FOR
CONCRETE PIPE CULVERTS
FLOWING FULL
n = O.OI2
n-G?
tn
LJ
Xoz
z
S
i—cc
UJ
>
o
u.o
CE
UJ
^
~180 [-10,000
- 168
- 156
- 144
- 132
- I2O
- 108
-
- 96
'
- 84
-
- 72
en
-60 fe
2
-54 _
O-
., — UJ-48 ^-^ 5
s^ tr.
/ X
-42 °
E
- 36
- 33
-30
-27
- 24
- 21
- 18
- 15
- 1?
- 8,000
- 6,000
- 5,000
- 4,000
r 3,000
\
.
r 2,000
r
- 1,000
- 800
—
- 600
- 500
- 400
-
r 300
-
.
'- 200
-
:_ ,-•"
-_.^
-
- 100
—- 80
- 60
- 50
- 40
r 50
~- 20
— 10
- 8
- 6
- 5
— 4
r 3
- 2
- 1.0
EXAMPLE
0-42 inchu (J.S <••!)
0-120 cf>
HW* MW
0 f««t
(1) 2.5 8.8
(2) 2.1 7.4
(3) 2.2 7.7
'D in fttt
.s
^-f J*
•*£$'
J?
^s^
./*
^^
HW ENTRANCE
D SCALE TYPE
(1) Squart tdgt with
hcadwall
(2) Groovt tnd with
htodwafl
(3) Groovt tnd
projecting
To uit scolt (2) or (3) project
horizontally lo scolt (l),thtn
ust itroight inclined tint through
D and Q tcolet, or reverie 01
illustrottd.
LJ rr A r
(D (2) (3)
s*
s
x_
enrr
UJi-
LJ
0
Z
0.
UJ0
CE
LJ
1-
5
LJ
X
r ^-
- 5.
- 3.
- 2.
-
- 1.5
-
i-
- 1.0
-
- .9
r
- .8
•
- .7
— .6
- .5
- 6.
- 5.
-
- 4.
- 3.
_ g
.
- 1.5
-
.
- 1.0
•
- .9
- .8
„
— 7
- .6
- .5
r 6<
-
- 5.
- 4.
- 3.
•
— 2.
- 1.5
-
-
- 1.0
- .9
-
- .8
-
- .7
- .6
- .5
BUREAU Of PUBLIC ROADS JAN 196}
HEADWATER DEPTH FOR
CONCRETE PIPE CULVERTS
WITH INLET CONTROL