HomeMy WebLinkAbout; Carlsbad Boulevard Storm Drain Interceptor; Carlsbad Boulevard Storm Drain Interceptor; 1986-08-13WILSON ENGINEERING
DEXTER S.WILSON, RE.
KEVIN E. SCHMIDT. RE.
FINAL HYDRAULIC
AND HYDROLOGY
FOR
CARLSBAD BOULEVARD
STORM DRAIN INTERCEPTOR
PREPARED BY:
D/xter S. Wilson Date
R.C.E. No. 33692 Exp. 6/30/90
3138 ROOSEVELT STREET, SUITE "M"CARLSBAD, CALIFORNIA 92OO8 (619) 434-7019
HYDROLOGY
WILSON ENGINEERING
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TABLE 2
RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN)
Land Use
Coefficient, C
Residential: - ~~
Single Family ,40
Multi-Units £f§
Mobile homes .45
Rural (lots greater than 1/2 acre) .30
Commercial(2) ^.70
80% Impervious
Industrial (2) .80
90% Impervious
Soi 1
B
.45
.50
.50
.35
.75
Group C
C
.50
.60
.55
.40
.80
.85 .90
.55
.65
.45
.85
.95
NOTES:
0) Obtain soil group from Appendices IX-C1 thru IX-C4.
(2)where actual conditions deviate significantly from the tabulated impervious-
ness 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 D soi(.group.
Actual Impervlousness - 50%
Tabulated Imperviousness » 80%
Revised C - 5°. x 0.85 » 0.5380
IV-A-9
APPENDIX IX-B
•LIZ! rt
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION t
FLOOD CONTROL
X
33°
100-YEAR 8-HOU1 PRECIPITATIOi
^20-/ 1SOPLUVIALS
PRECIPITATION IN
OF 100-YEAR 6-HOUR
BiTHS OF AM KXtt
U.S. DEPARTMEN
NATIONAL OCEANIC AND ATr
SPECIAL STUDIES BRANCH, OFFICE OF II
30'_
>
SPHERIC ADMINISTRATION
ROLOCY. NATIONAL WEATHER SERVICE
118
cz:
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION S
FLOOD CONTROL
30'
15'
33'
100-YEAR 24-HOliR PRECIPITATION
'-2flvlSOPLUVIALS OF 100 -YEAR 24-HOUR
PRECIPITATION IN WHS OF AN INCH
U.S. DEPARTMEN
NATIONAL OCKAMC ANO «
SPECIAL STUDIES UKANCII. OK MCE OK II
30'
UKOLOGY. NATIONAL WtATHER SERVICE
UK"1,5 •30'117°30'116'
INTENSITY-DURATION DESIGN CHART
Intensity (In./Hr.)
6 Hr. Precipitation (In.)
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. (Hot applicable
to Desert)
3) Plat 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:
0) Selected Frequency \o<N yr.
2) Adjusted *?5=
24
in.
c
I =
min.
in/hr.
*Not Applicable to Desert Region
APPENDIX XI
IV-A-14
Revised 1/8S
,o
0
Gtverr •• Lf/rg//} of f/ow - J00 /t
S/ope • /.0 %
o/ £uao//. C'
SAN DIEGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
APPROVED
ESIGN MANUAL
'•'/./><*•/>'- i <?r I'TIT"---
URBAN AREAS OVERLAND TIME
OF FLOW CURVES
DATE APPENDIX X-C
IV- A -I 2
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598 GRADUALLY VARIED CHANNEL FLOW [CHAP. IX
• J'
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TABLE 3
UNIFORM FLOW IN CIRCULAR SECTIONS FLOWING PARTLY FULL [4)
ya a depth of flow
D ** diameter of pipe
A » area of flow
Ji =» hydraulic radius
Q °> discharge in cfs by Manning formula
n •» Manning coefficient
So = slope of the channel bottom and of
the water surface .. -r\..
ya
D
0.01
0.020.030.04
0.05
(U>6—oTo?0.08
0.09
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0.0350
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0.0739n "(til
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0.0961
0.1039
8.11 IK
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0.1535
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0.2260
0.2355
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0.2836
0.2934
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0.32290.3328
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R
D
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0.0575
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0.0871
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0.1097
0.1152
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r^ 1 4f^-
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0.1891
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II 70200.2CK2-
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0.2142
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0.224
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8.56
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6.55
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2.252.202.14
2.09
2.05
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1.915
1.H75
1.835
1.797
1.760
1.724
1.6891.655
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1.471
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0.600 M
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0.750.760.7V
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0.80
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0.83
0.84
0.85
0.86
0.87O.M8
0.89
0.90
0.91
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0.950.960.970.98
0.99
1.00
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0.4724
0.4822
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0.5308
0.54040.54990.55940.5687
0.5780
0.58720.59640.60540.61430.0231
0.63190.6405
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0.6655
0.6736
0.68150.6893
0.6969
0.7043
0.71150.7186
0.7254
0.7320
0.7384
0.7445
0.7504
0.7560
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0.2649
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0.2753
0.2776
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0.2862
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0.2948
6.29620.2975
0.2987
0.29980.3008
0.30170.30240.30310.3036
0.3039
0.3042
0.3043
0.3043
0.3041
0.3038
0.30330.30260.3018
0.3007
0.2995
0.2980
0.2963
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0.3880..1950,4020.409
0.416^
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0.453
0.458
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0.947
0.928
0.910
0.891
0.873
0.856
0.838
0.821
0.804
0.787
0.770
0.753
0.736
0.720
0.703
0.6870.670
0.6540.637
0.621
0.604
0.588
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•Ck^^'
SEC. A
order
geonw
and tl
where
terms
formu
it is s<
Now i
convei
from r
of the
charm
times
equal
Exac
ft wide
The;
draulic
Table 1
from w
If n =
D-LOAD CALCULATIONS
nLJ
WILSON ENGINEERING
•^>o\\
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DATE SMECTNO.