HomeMy WebLinkAbout; James Drive Undeground-Extended Storm Drain; James Drive Undeground-Extended Storm Drain; 1986-05-07CITY OF CARLSBAD
JAMES DRIVE UNDERGROUND
EXTENDED STORM DRAIN
SERVICE AREA HYDROLOGY AND
FACILITY HYDRAULICS REPORT
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FRASER & ASSOCIATES
Consulting Engineers
May 7, 1986
City of Carlsbad
1200 Elm Avenue
Carlsbad, California 92008 120-510
ATTN: Mr. Roger Greer, Director
Utilities/Maintenance Department
Subject: James Drive Underground Extended Storm Drain,
Hydrology And Hydraulics Report
Gentlemen:
This report examines the portion of Storm Water Basin BB, as
defined in the City of Carlsbad Master Drainage Plan of 1980, that
is upstream of Tamarack Avenue and continues to the southerly
terminus of James Drive. The storm water basin has been divided
into sub-basins in order to determine the incremental needs of the
storm drain system. Each sub-basin has been further subdivided
into soil type areas and use areas. Soil types were determined
using the, "Soil Survey of San Diego Area, California", prepared
by the U.S. Soil Conservation Service (SCS). Use areas were taken
from the "General Plan Map" of the City of Carlsbad. The
procedure of the study will be discussed in detail in the
"Methodology" section.
RECOMMENDATIONS
1. Although the scope of the study did not require the
examination of the existing 18-inch diameter storm drain in
the portion of James Drive immediately south of Basswood
Avenue, we have checked it and find it to be undersized.
It should be increased to a 30-inch diameter pipe sloped
at 0.16%. We understand, however, that you do not wish
to proceed with the design for this modification at this
time.
2. The storm drain from the southerly terminus of the
northerly section of James Drive to Chestnut Avenue ,/
should be a 42-inch diameter reinforced concrete pipe f)i
(RCP) a with a slope of 0.16%.
FRASER & ASSOCIATES 2945 HARDING STREET, SUITE 211, CARLSBAD, CALIFORNIA 92008 (619) 434-1794
Mr . Roger Gr eer
May 7, 1986
Page two
3. Replace the two 30-inch diameter culverts under Chestnut
Avenue with a single 42-inch diameter storm drain to
match the upstream and downstream storm drain diameter
LJ required for this reach. The construction cost of
reinforced concrete transition structures is almost as
D expensive as replacement. Most importantly, however, the
transition structures would constitute a higher
maintenance obligation and increase the liability for
G flood damages should it become blocked from debris caught
up in the transition structure or going from a 42-inch
diameter to a 30-inch diameter pipeline.
0 4. The storm drain from Chestnut Avenue southerly to «n
Magnolia should be a 42-inch diameter RCP with a slope of
1.05% +.Hj ] 5. The storm drain from the northerly side of Magnolia l£^
Avenue to Tamarack Avenue should be a 54-inch RCP with a V
,_, slope of 0.0064% ±.
L— ' 6. Perform a detailed hydrology and hydraulics study to
determine the precise deficiencies of the existing storm /£,
J""1 drain from Tamarack south to Agua Hedionda Lagoon and "
LJ provide the hydraulic capacity consistent with current
standards. This need will become even more important -
[— i when the lower reach is called upon to convey the full
capacity generated in the newly constructed upper reach
north of Tamarack Avenue. In this situation there will
be insufficient capacity in some reaches of the lower
section (south of Tamarack Avenue) to adequately serve
LJ the southern sections of the drainage area causing local
flooding and erosion conditions. Good engineering
n practice normally would suggest that adequate downstream
!__! hydraulic capacity be provided prior to increasing the
hydraulic capacity of upstream sections of a storm water
P-, system.
u METHODOLOGY
l~t 1. Drainage Areas: Drainage areas were determined using
LJ County of San Diego 200 feet equals one inch scale,
ortho-photo contour maps. The northerly line of drainage
|—j basin BB was established as per the City of Carlsbad
j Master Drainage Plan. Each sub-basin was plotted on the
ortho-photo maps; each map was checked for scale and each
sub-basin was measured using a compensating Polar
Planimeter. A minimum of two measurements for each basin
were taken,-. Planimetry and the results of it are shown
on Sheets 1, 2 & 12 of the Appendix.n
"— ' FRASER & ASSOCIATES 2945 HARDING STREET, SUITE 211. CARLSBAD, CALIFORNIA 92008 (619)434-1794
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Mr. Roger Greer
H May 7, 1986
LJ Page three
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LJ Runoff Coefficients: Runoff coefficients were determined
by calculating the average value of C based on the
characteristics of the soil group, land use designation
and the proportion of different soils groups and land
uses within any one basin. Soils groups were taken from
Sheet 22 of the U.S. Soil Conservation Service (SCS),
"Soil Survey of San Diego Area, California". A copy of
the relevant portion of this reference is included in the
appendix as Exhibit "B". The hydrologic group of each
soil group was taken from Table 11 of pages 33 and 36 of
said SCS survey and are included in the appendix as
Exhibits C & D, respectively. Levels of intensity of
development were determined using build-out densities as
LJ shown•on the General Plan Map of The City of Carlsbad an
excerpt being included in the appendix as Exhibit "A".
n Specific values for runoff coefficients were then
LJ calculated using the basic values shown in Appendix IX of
the County of San Diego Flood Control District,
,—, "Hydrology Manual". Appendix IX is included in the
appendix of this report as Exhibit "E".
LJ
3. Intensity Values: The value of D (Duration) was
I"1 determined for the most remote reach using the sum of L
LJ (Lag) and Tc (Time of concentration) from the graphs
shown as Exhibits "G" & "F", respectively, both graphs-
i—> are taken from "Section 4" of the National Engineering
: Handbook as published by USDA, Soil Conservation Service.
Subsequent downstream times of concentration were
determined by the sum of the time of concentrations from
i the most remote point to the point in question. The
LJ resultant value was used as the duration value to compute
intensity. The location of the project was marked on the
I"1 7-1/2 minute USGS Quad Sheet, "San Luis Rey, California",
LJ and the latitude and longitude were measured for the
center of the overall area. A portion of said quad sheet
(—i is shown on Exhibit "H" of the appendix. Using the
• location so derived, the location of the project was
marked on the 10 year, 50 year and 100 year, 6 and 24
hour precipitation maps provided by the U.S. Department
I"1 of Commerce and included as Exhibits "L", "M", "0",
U "P","R" & "S" in the appendix. The 6 and 24 hour
precipitation rates were marked on and processed per the
n 1984 Intensity Duration Design Chart which are Exhibits
jj "N", "Q" & "T" of the appendix. The value of I
(Intensity) was then computed for individual case as the
product of 7.44 times the adjusted 6 hour precipitation
rate times the duration which had been raised to the
negative 0.645 power.
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LJ FRASER & ASSOCIATES 2945 HARDING STREET, SUITE 211. CARLSBAD, CALIFORNIA 92008 (619)434-1794
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Mr . Roger Greer
!~| May 7, 1986
LJ Page four
H '
4. Runoff Quantities; The sum of the areas of all of the
sub-basins considered by this report is 2 83. 4 acres or
0.448 square mile. The calculation of rainfall
LJ quantities by the rational method, Q=CIA, was used as the
appropriate procedure. Runoff quantities were computednmanually and by program. The manual results, shown on
Sheets 6 through 13 of the appendix, agree with the
program results shown on Sheet 14 of the appendix. The
Q slight difference in values is due to the program results
being carried to a greater degree of mathematical
accuracy. (The degree of mathematical accuracy of both
procedures exceeds the accuracy of the statistical data
on which they are based). The- results shown on sheet 14
LJ are the data used to conclude this report. Sheet 18 of
the appendix, summarizes flows for the 10,50, and 100
[~~> year design storms versus the capacity of the existing
^ and recommended storm drain conduits. Sheets 19 & 20 and
Exhibit "V", of the appendix, review the capacity of
P-, streets and swale areas to accept storm water flows.
*— ' As reviewed with you and Mr. Eggleston on May 5, 1986, the
performance requirements used to determine conduit sizing
P are:
LJ
a. The 10 year storm is carried within the storm dorain
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' b. The 50 year storm is carried within the curbline
of the street.
: c. The 100 year storm is carried within the right-of-
LJ way of the street, or side lines of the easement,
where applicable.
n
j_j d. No lines are downsized, except that the existing
48" diameter storm drain that receives the project
(—, waters represents a size reduction.
*— ' e. No existing storm drain facilities are to be
replaced excepting only as required for connection,
I"1 existing 12" diameter drain under Magnolia Avenue
LJ and the 30" diameter drains under Chestnut Avenue.
n f. The hydraulic capacity of the receiving 48" storm
; drain is presumed to be such that it introduces no
backwater effect into the new line.
As we discussed, the results of this report should not be
L- ' construed to reflect upon previous designers' of storm drain
facilities in the basin or upon the drainage master plan. Then
FRASER & ASSOCIATES 2945 HARDING STREET, SUITE 211. CARLSBAD, CALIFORNIA 92008 (619)434-1794
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Mr. Roger Greer
May 7, 1986
Page five
criteria for determining storm drain sizes was change in 1984-85
when the San Diego County Flood Control District introduced new
Intensity-Duration/Isopluvial Charts. The result of the new
charts was to increase storm water amounts.
DOWNSTREAM CAPACITY
As you requested, we have performed a preliminary assessment of
the hydraulic capacity of the storm drain system from Tamarack
Avenue to its discharge into the Agua Hedionda Lagoon. We have
identified the drainage area, subareas and each of the pipe
elements on our working maps. By observation, it is apparent that
most elements of this portion of the storm drain are hydraulically
deficient based on current design practices. Please refer to our
recommendation, number 6.
For additional information regarding our methodology, please refer
to Appendix "A", which is attached.
If you have any questions or comments regarding this report,
please do not hesitate to call us.
Sincerely,
FRASER & ASSOCIATES
Walter H. Brown, P.E.
^Graham T&^T r a s e r , P.E,
WHB:GTF:dlm
Enclosures
27616
EXPIRE s 3/31/90
PU
FRASER & ASSOCIATES 2945 HARDING STREET, SUITE 211. CARLSBAD, CALIFORNIA 92008 (619) 434-1794
D APPENDIX "A
FRASER & ASSOCIATES, Consulting Engineers
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**ARE A.(ACRES)
Bb-lA*I.6S?Us?UZ8 22.00 22.oo
BB-fB e.733 0.729 0,731 1.70
B&-JM 2.1 ?0 29.07
BB-3A 3, 138
6*6/0
21.
BB-SB 0*0/0 6,0/0 0,0/0 0,13
B8-2A 2.0S4 2,052 2.0S3 27.25 56.3Z
it 88-3A 0.3 1&6.319 0,31?4.Z3 45, SB
BB-4A 0.363 0.364 0*344 4, B3
B8-5A 2.2B8 2.28*2.287 30,35-
88 -SB 0,1V?o./g?0,/SB 2,50
17.155 227.6
FRASER & ASSOCIATES, Consulting Engineers
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3SZ-IUS B8-S4 1.032 t-031 13,72 '46.03
it -SB 0*236 0334 JJ2
35B-/4?/BB-SB -. SB 2.33
362-/&S 2 2. CO
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7.20
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Bt-SAfc)0*292 O.292 0.2*2 3.8B
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21.354 ZB3.40zea.41 2B3.40
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BB-34 0,492 14 JZ
0.23s 0,133 3.09
3SB-/U5 0.20/0.199
B&-2A 2,57
(MB S.jp.Z
PHASER & ASSOCIATES, Consulting Engineers
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OS EXHIBIT 'A
TABLE 11 .--INTERPRETATIONS FOR LAND MANAGEMENT--Continued
lap
C"
:aD2
;bB
bC
:bD
:bE:cc
:cE
ieC
jfB:fc
:fD2
:gc
hA
1,8
IkA
:iD2
IE:
:iG2
mE2
ImrGrj
•nG2
1'o
i'r
ZsB
TsC
>sD':tE:tF
luE
LUG
ivG
j)aC
DaD
•OaE
)aE2
i)aF
Soil
Calpine coarse sandy loam, 9 to 15 percent slopes,
eroded.
Carlsbad gravelly loamv sand 2 to 5 percent slopes
Carlsbad gravelly loamy sand, 15 to 30 percent slopes ;
Chesterton fine sandy loam, 9 to 15 percent slopes,
eroded.
Chesterton-Urban land complex, 2 to 9 percent slopes:
Cieneba coarse sandy loam, 5 to 15 percent slopes,
eroded.
Cieneba coarse sandy loam, 15 to 50 percent slopes,
eroded.
Cieneba coarse sandy loam, 30 to 65 percent slopes,
eroded.
Cieneba rocky coarse sandy loam, 9 to 30 percent
slopes, eroded.
Cieneba very rocky coarse sandy loam, 30 to 75 percent
slopes.
Cieneba-Fallbrook rocky sandy loams, 9 to 30 percent
slopes, eroded:
Cieneba-Fallbrook rocky sandy loams, 30 to 65 percent
slopes, eroded:
Crouch rocky coarse sandy loam, 5 to 30 percent
slopes.
Crouch rocky coarse sandy loam, 30 to 70 percent
slopes.
Crouch stony fine sandy loam, 30 to 75 percent
slopes .
Hydro -
logic
group
B
C
C
C
C
D
D
A
D
D
D
D
D-s
C
C
C
B
B
B
B
B
B
C
B
C
D
A
A
A
A
B
B
B
B
B
D
D
D
D
D
Erodibility
Moderate 2---
Severe 2-
Severe 2
Severe 16
Severe 16
Moderate 2 —
Severe 16
Severe 16----
Severe 16
Severe 16
Severe 16
Moderate 2 —
Severe 2
Severe 16
Severe 16
Severe 1
ci 4 ohr - - --
ci i (*ht
Moderate 1---
Limitations for
conversion
from brush to
grass
Slight. 4/
Slight.
Slight.
Slight.
Slight.
Slight.
Slight.
Moderate.
Slight.
Slight.
Moderate.
Severe .
Severe.
Severe.
Severe.
Severe.
Severe.
Severe.
Severe.
Severe.
Slight.
Slight.
Slight.
Slight.
Slight.
Moderate.
Moderate.
Moderate.
Moderate.
Slight. I/
Slight. I/
Slight. I/
Slight. I/
Moderate. I/
"1 See footnotes at end of table.u
33
' r •
D
TABLE 11.--INTERPRETATIONS FOR LAND MANAGEMENT--Continued
D
Map
symbol
LfE
LpB
LpC
LpC2
LpD2
LpE2
LrE
LrE2
LrG
LsE
LsF
Lu
LvF3
Md
MIC
M1E
MnA
MnB
MoA
MpA2
MrG
MvA
MvC
MvD
MxA
OhC
OhE
OhF
OkC
OkE
PeA
PeC
PeC2
PeD2
PfA
PfC
Py
Soil
Las Flores-Urban land complex, 9 to 30 percent slopes:
Las Posas fine sandy loam, 5 to 9 percent slopes,
eroded.
Las Posas fine sandy loam, 9 to 15 percent slopes,
eroded.
Las Posas fine sandy loam, 15 to 30 percent slopes,
eroded.
Las Posas stony fine sandy loam, 9 to 30 percent
slopes.
Las Posas stony fine sandy loam, 9 to 30 percent
slopes, eroded.
Las Posas stony fine sandy loam, 30 to 65 percent
slopes.
Loamy alluvial land-Huerhuero complex, 9 to 50 percent
slopes, severely eroded:
^ecca fine sandy loam, 0 to 2 percent slopes, eroded
Mottsville loamy coarse sand, wet, 0 to 2 percent
slopes.
01 ivenhain- Urban 1 and complex , 2 to 9 percent slopes :
Olivenhain-Urban land complex, 9 to 30 percent slopes:
Placentia sandy loam, thick surface, 0 to 2 percent
slopes.
Placentia sandy loam, thick surface, 2 to 9 percent
slopes.
Hydro -
logic
group
D
D
D
D
D
D
D
D
D
D
C
C
B
D
D
D
A
A
B
B
B
B
D
A
A
A
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
Erodibility
Moderate 2
Moderate 2
Moderate 2
Moderate 2
Moderate 1 —
Moderate 1 —
Moderate 1 —
Severe 1
Moderate 2 —
Severe 16
Severe 16
Severe 16
Severe 16
Severe 16
Severe 16
Severe 16
Severe 16
Severe 16
Moderate 2
Limitations for
conversion
from brush to
grass
Slight.
Slight.
Slight.
Slight.
Slight.
Moderate.
Moderate.
Moderate.
Moderate.
Moderate.
Slight.
Severe.
Severe.
Slight.
Slight.
Severe .
Slight. 4/
Slight. 4/
Slight. V
Slight. 4/
Slight.
Slight.
Moderate.
Slight.
Slight.
Slight.
Slight.
Slight.
Slight.
See footnotes at end of table.
36
EXHIBIT 'D
NOTES:
t-W" RlNCr? HCEFFICIENTS (RATIONAL METHOD;
U L.-\ND USE . Coefficient, C
Soil Group i'l)n ' ' '.*&* i .£.
Undeveloped .5U .35 .40 .-5
D Residential:
Rural. ..•JJ,/ "35 .40 .45
M Single Family ' .40- .45 .SO .55
Multi-Units .45 .50 .60 .70
U Mobile Homes (2) .45 .50 .55 .63
. r-i Commercial (2) .70 .75 .80 .35
80% Impervious
Industrial (2) .30 .85 .90 .95
Ft 90% Impervious
(1) Obtain soil group from maps on file with the Department of Sanitation
and Flood Control.
(2) Where actual conditions deviate significantly from the tabulated
imperviousness values of 80% or 90%, the values given for coefficient
C, may be revised by multiplying 80% or 90% by the ratio of actual
imperviousness to the tabulated imperviousness. However, in no case
shall the final coefficient be less than 0.50. For example: Consider
commercial property on 0 soil group.
Actual imperviousness = 50%
Tabulated imperviousness = 80%
Revised C = 2 X 0.85 = 0.53
APPENDIX IX
15-8
VELOCITY IN FEET PER SECOND
Figure 15.2.—Velocities for upland method of estimating Tc
n
15—10 . |. oittxTcsT ooto UNGTH m FEET
§ 8 8 §
MOCK • HnMOUWCKM.C0«ai
EXAMPIE
»»W: J • TJBOTtT? '• J
Figure 15.3.—-Curve number method for estimating lag (L)
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CONFERENCE REPORT
FRASER & ASSOCIATES
Consulting Engineers
Time Jam)/HYPO 106V
Title T?L A JO KJE. X
R.LS BA D ^rr y OF F ic E s
Phone No.
ITEMS DISCUSSED
HlGHLAfOP '
COMMENTS OR ACTION REQUIRED
FRASER & ASSOCIATES 2945 HARDING STREET. SUITE 211, CARLSBAD, CALIFORNIA 92008 (619
FRASER & ASSOCIATES, Consulting Engineers
joe NO. IT
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FRASER & ASSOCIATES, Consulting Engineers
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T?VUT T3 TTl ' V '
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION fr
FLOOD CONTROL
10-YEAR 6-HOUfi PRECIPITATION
'-IB- ISGPLUl'IALS OF 10-YEAR 6-!39Ui!
JPRECIPITATIOM IN IJENTHS OF AN INCH
IOSIMIERIC ADMINISTRATION
YDROLOQY. NATIONAL WEATHER SERWCK
Pr*pi|r«d by
U.S. DEPARTMENT OF COMMERCE
NATIONAL OCEANIC AND AT1
SPECIAL STUDIES BRANCH, OFFICE OF I
30'
118
czn
COUNTY OF SAM DIEGO
?,Enn?T?ENT °F SANITATIONFLOOD CONTROL 10-YEAR 24-1101
--2IUISOPLUVIALS
iJ IN
PRECIPITATION
OF 10-YEAR 24-HOUR
EHTHS OF AN IfJCII
Pr«pi t*d by
U.S. DEPARTMEr T OF COMMERCE
NATIONAL OCEANIC AND AT lOSI'MKRIC ADMINISTRATION
ECIAL STUDIES BRANCH. OKPICE OK I fDROLOOV, NATIONAL WEATHER SERVICE
30
118
DESIGN CHART
Intensity (In,/Hr.)
6 Hr. Precipitation (In.)
30 40 50 1
/£>198.4
Directions for Application: • •* • • j
1) From precipitation maps 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 tn
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. (Hot applicable
to Desert)
3) Plot 6 hr. precipitation on the right side
of the chart.
4) Draw a line though the point parallel to the
plotted lines.
5) This Hne 1s the intensity-duration curve for
the location being analyzed.
Application Form:
0) Selected Frequency IP yr.
1) P in.. P= 3. IS. *P = 5S.&*24
2) Adjusted *P6=
24
in.
V min.
4) I in/hr.
*Not Applicable to Desert Region
This chart replaces the Intensity-
Duratlon-Frequency curves used since
1965.
LI=] 1=1
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION 6-
FLOOD CONTROL 50-YEAR 6-HQU
^2(U ISOPLUVIALS
1 PRECIPITATION
OF 50-YEAR 6-HOUR
PRECIPITATE m HINTIJS OF AH IfJCM
U.S. DEPARTMF.lt
NATIONAL OCEANIC AND AT:
«"CIAL STUDIES BRANCH. OFFICE OK II
a;
H
SPHERIC ADMINISTRATION
ROLOGY. NATIONAL WEATHER SERVICE
30
118'116°
'"V. _.
X•ol
H
X)
H
•3
"d
COUNTY OF SAN DIEGO .
DEPARTMENT OF SANITATION
FLOOD CONTROL
30»
15'
33'
50-YEAR 24-HOU.k PRECIPITATION
^2(U ISOPLUVIALS
PRECIPITATION IN 1
OF 50-YEAR 24-HOUR
ENTHS OF AN INCH
Pr«po
U.S. DEPARTMEN
NATIONAL OCEANIC AND ATN
IAL STUDIES ORA.NCII. OFFICE OF llf
30'
OSPIIERIC ADMINISTRATION
JKOLOOY. NATIONAL WEATHER SERVICE
118°^ I 30'15'116°
INTENSITY-DURAiiUN DESIGN CHART
Intensity (In./Hr.)
6 Hr, Precipitation (In.)
198.4
j*3.0»-
Directions for* Application: *
1) From precipitation maps determine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed 1n the County Hydro!oay|
Manual (10, 50 and 100 yr. maps Included in th
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) Draw a line ti.,ough the point parallel to the
plotted lines.
5) This line 1s the Intensity-duration curve for
the location being analyzed.
Application Form:
0) Selected Frequency *>Q yr.
1) P • 2,30 in.. P« 4.30.
2.302) Adjusted *Pfi=
3) t * m1n.
4) I - __ 1n/hr.
24
in.
*Not Applicable to Desert Region
This chart replaces the Intensity-
Duratlon-Frequency curves used since
1965.
Ill _.,4- n*Ho"*-f
CZ1
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION
FLOOD CONTROL
33'
100-YEAR 6-HOlrt PRECIPITATION
^(U ISOPLUVIALS
PKECIPITATIOH IN
OF 100-YEAR 6-HOUR
'EMTMS OF AN \IX\\
U.S. DEPARTMEN
NATIONAL OCEANIC AND ATA
SPECIAL STUDIES BRANCH. OFFICE OF II
SPIIEKIC ADMINISTRATION
ROLOCY. NATIONAL WEATHER SERVICE
30'_
118'30'15 116°
wX
33
Mto
•H-3
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION
FLOOD CONTROL
33*
30'
15'
100-YEAR 24-HOllR PRECIPITATION
"-2IMSOPLUVIALS Of 100 -YEAR 24-HOUR
PRECIPITATION IN EMTHS OF AN INCH
U.S. DEPARTMKNjr OF COMMERCE
NATIONAL OCEANIC AND AT)
:iAL STUDIES bKANCII. OKHCE OF II
30'
'STUDY SITE—'"Jjj
UKOLOGY, NATIONAL WtATIIEK SERVICE
III".10'117*I,.; •Kl'16'
n
CUD CUD
INTENSITY-DURA.iUN DESIGN CHART
m*wiiMiiimnnr=.4-!-v-i;:j£niH UJ.U L
-.645
Intensity (In./Hr.)
6 Hr, Precipitation (In.)
Duration (Min.)
30 40 50 1
tOO 1984
Directions for Application:
1) From precipitation maps determine 6 hr. and
24 hr, amounts for the selected frequency.
These maps are printed in the County Hydro! onyj
Manual (10, 50 and 100 yr. maps included in th
Design and Procedure Manual).
2) Adjust 6 hr. precipitation (if necessary) so
that 1t is within the range of 45% to 65% of
the 24 hr. precipitation. (Mot applicable
to Desert)
3) Plot 6 hr. precipitation on the right side
of the chart.
4) Draw a line ti..ough 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 JOQ yr.
24 P6 =
2) Adjusted *Pg=
3) t.
24
in.
c
4) I -
min.
in/hr.
*Not Applicable to Desert Region
This chart replaces the Intensity-
Duration-Frequency curves used since
1965.
M-l ~..4-^,
1C
HYDRAULICS: DISCHARGE OF CIRCULAR PIPE FLOWING FULL
jooj -/ad -/&aJ -
55 **r^ *'i*\-cs * §
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REFERENCE U. 8. DEPARTMENT OF AGRICCLTURKSOIL CONSERVATION SKRVICE
H. H. Bennett, Chief
ENGINEERING STANDARDS VNIT
STANDARD DWG. NO.
ES-54
SHEET 2 nc 4
EXHIBIT 'U1
FRASER & ASSOCIATES
Consulting Engineers
2945 HARDING ST., SUITE 211, CARLSBAD, CA 920(38 • (619) 434-1794
HYDROLOGY STUDY
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DISCHARGE (CFS.)
EXAMPLE:
Giv«n. Q»IO S»2.5%
Chart flf«M> 0«ptti * Q4, Vttodfy = 4.4 tpis.
SAN DIEGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
DESIGN MANUAL
APPROVED.
SUTTER AND ROADWAY
DISCHARGE-VELOCITY CHART
OATEJf \ APOENDIX X-0
EXHIBIT 'V
FRASER & ASSOCIATES, Consulting Engineers
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SUBJECT
is-
tHECTHO.
HYDRAULICS: CRITICAL DEPTHS AND DISCHARGES IN TRAPEZOIDAL AND RECTANGULAR SECTIONS
Values of Critical
«> o< -o
bottom width
oK
ft.
RKTANGULAD SECTIONS
for rectangular sections, the
ratio x/t> ' 0 and values of df can
be reod directly along the
ca'neide.tf °% and */t, • 0 states.
For example: If °V4 '10.3 for
rectangular section, then dc • I. 49
CHECK Of GRAPHICAL SOLUTION
The formula for critical discharge in a channel
of any section is Water surface
Qc • Critical discharge c.f.s.
a 'Cross -sectional area of channel it critical
depth dc - ft.
T - Width of cross section at critical depth dc-ft.
~Crifical discharge.
/
/ I
EXAMPLE'
Qc • IS. J c.fs; b ' 3 ft, 2 -5
-0.655ft.
CHECK:
a ' bdc + zdc * * J X(0.655)
• 1.965 +ZI4SIZ -4.110/2 sa. ft.
T • b -tZzdc • 3+(2 XS X0.6SS)
• J fC.55 - 9.55ft.
Qc' .
PIVOT POINT
Qc = Total critical discharge - c.f.s.
dc " Critical depth - ft.
b = Bottom width of section-ft.
, , . Horizontalz * Side slope ratio Vertical
g - 32.16 ft./sec *
REFERENCE Th/s nomogram was &eve/ope& by Peru/ D. Doubf of toe
Standards
U. S. DKPARTMKNT OF AGRICri.TL'RE
SOIL CONSERVATION SKRVICK
H. H. Bennett. Chief
ENGINEERING STAXOARDS J'NIT
STANDARD DWG. NO.
ES- 24
SHEET I OF 5_
DATE 5 ' t ' 80
REVISED 3-30-51
EXHIEI^ "
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SUBJECT
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