HomeMy WebLinkAbout; Carlsbad Research Center Lot 43 Drainage; Carlsbad Research Center Lot 43 Drainage; 1995-04-12DRAINAGE STUDY
FOR
LOT 43
CARLSBAD RESEARCH CENTER
(JOB NO. 183.00)
April 12,1995
Prepared for:
BLACKMORE & ASSOCIATES
Prepared By:
LATITUDE 33 PLANNING AND ENGINEERING
4180 La Jolla Village Drive, Suite 330
La Jolla, CA 92037
(619) 552-0033
PREPARED BY:
Mark J. Rowson, P.E. RCE 30836
Registration Expires 3-31 -96 CHECKED BY:
3
PROJECT DESCRIPTION
This drainage report has been prepared to document the design and calculations for the drainage
system associated with the Carlsbad Research Center, Lot 43 of Carlsbad, California.
The site has been previously mass graded and the trunk storm drain system was constructed per
City of Carlsbad Drawing No. 5-61 (Sheet Nos. 3-6). The proposed System A will discharge
into an existing 18" RCP and on into the back of the existing 11' type B-l inlet; System B will
discharge into the side of an existing 11' type B-l inlet, and be carried out through an existing
18" RCP stub to a 66" C.I.P.C.P.; System C will sheet flow to Rutherford Road and drain into
the existing curb and gutter and continue to the existing B inlet; and System D will discharge
into the side of an existing 10' Type B-l inlet, then exit through an existing 18" R.C.P.
HYDROLOGY/HYDRAULICS METHODOLOGY
This drainage system has been designed in general conformance with the City of San Diego
Drainage Design Manual. Drainage basins are less than one square mile; therefore, the Rational
and Modified Rational Methods were utilized to calculate storm runoff. Since the development
drainage systems will be underground and tributary drainage areas are smaller than one square
mile, the 50-year frequency storm has been used for runoff calculations.
• The runoff coefficient of 0.85 was used for all basins, see Appendix 1, Runoff Coefficients -
Undeveloped/Developed Area.
• Time of concentration was calculated using Urban Areas Overland Time of Flow Curves, see
Appendix 2. A minimum time of concentration used was five minutes.
• Intensity was calculated using the Rainfall Intensity-Duration Frequency Curves for County of
San Diego, see Appendix 3.
• Flood routing was calculated by using the Modified Rational Method weighting the smaller
flow by the ratio of either the intensities or the time of concentration, see Appendix 4.
• Pipe sizing and flow routing was calculated by using Manning's equation for channel flow.
Calculations for pipes flowing partially full Tables 7-4 and 7-14 of Handbook of Hydraulics,
by Ernest F. Brater and Horace Williams King was used, see Appendix 5.
• Curb inlet lengths were calculated using City of San Diego Gutter and Roadway Discharge-
Velocity Chart and Capacity of Curb Opening Inlets, see Appendices 6 and 7, respectively.
Sump inlet lengths were calculated using City of San Diego Nomograph-Capacity, Curb Inlet
as Sag, see Appendix 8.
Type F inlet calculations were calculated using equation 4-10 and Table 4-6 of Handbook of
Hydraulics, by Ernest F. Brater and Horace Williams King. See Appendix A-9 and A-10.
The underground storm drain system were designed to convey the 50-year storm underground.
Pipes are sized for non-pressurized flow. The proposed systems discharge into the existing storm
drain pipes; therefore, no energy dissipators are required.
CITY OF OCEANSIDE
SITE
\
CITY OF VISTA
I ( CITY OF
i 1 SAN MARCOS
CITY OF
VICINITY MAP
NO SCALE
HYDRAULIC CALCULATIONS DESIGNED BY:_
CHECKED BY:
Confluence
Point
CP1
CP2
LOT 38
Sub-
basin
A1
A2
A3
A4
B1
B2
B3
B4
B5
C1
D1
Area
(acre)
0.3
0.3
0.7
0.4
0.2
0.3
0.4
0.4
0.4
3.9
0.5
"C"
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
CA
0.26
0.26
0.60
0.34
0.17
0.25
0.34
0.34
0.34
3.30
0.43
Sum
CA
0.26
0.52
1.12
0.34
0.17
0.42
0.76
1.1
0.34
3.3
0.43
L(ft)
(Ovrlnd
140
140
300
200
100
180
200
140
200
500
150
S (%)
(fg)
1.50
1.50
3.00
2.50
1.50
3.00
2.00
1.50
3.00
1.50
1.50
Ti
(min)
5.0
5.4
5.6
5.0
5.7
5.0
5.0
5.1
5.1
5.0
8.8
5.0
Tt
(min)
0.0
0.2
0.1
0.0
0.1
0.0
0.1
0.0
0.2
0.0
0.0
0.0
Tc
(min)
5.0
5.6
5.7
5.0
5.7
5.8
5.8
5.0
5.1
5.1
5.3
5.0
5.3
5.3
5.3
8.8
8.8
8.8
5.0
5.0
1
(in/hr)
6.6
6.1
6.1
6.6
6.1
6.0
6.6
6.6
6.5
6.5
6.3
6.6
6.3
6.3
6.3
4.6
4.6
4.6
6.6
6.6
Q
(cfs)
1.7
3.3
6.8
2.2
8.8
8.8
8.8
8.8
1.1
2.7
7.1
7.1
2.2
9.2
9.2
9.2
15.2
21.9
21.9
2.8
2.8
L(ft)
(Pipe)
150
95
60
45
50
170
100
65
25
30
7
7
170
S(%)
(Pipe)
2.00
2.00
7.30
4.26
2.50
3.00
2.10
9.50
3.00
15.00
37.66
37.66
1.50
Dia.
(in)
8
12
18
18
8
12
18
12
18
18
18
18
12
D\d
0.80
0.59
0.38
0.44
0.54
0.46
0.48
0.30
0.50
0.42
0.40
0.58
V
(fps)
5.6
6.8
14.3
11.7
5.6
7.6
8.4
11.1
, 10.4
21.6
33.2
5.9
Notes
Pipe Flow S# 5 to S# 4A
PipeFlowS#4to4AtoS#3
Flood Route CP1 & A4
Pipe Flow S# 3 to S#2
Pipe Flow S# 2 toS#1
A (OUT)
Pipe FlowS# 10 toS#9
Pipe Flow S# 9 to S# 8
Pipe Flow S# 8 to S# J
Pipe Flow S#1 1 to S# 7
Flood Route CP2 & A5
Pipe Flow S#7 to S# 6
B(OUT)
Exist. 18"RCPonLot38
Flood Route A(OUT) & LOT 38
Exist. 18" RCP
Overland Flow - No Pipes
PipeFlowS#12toS#13
D (OUT)
183-SD.XLS
HYDOLOGY/INLET SUMMARY
Basin No.
A1
A2
A3
A4
B1
B2
B3
B4
B5
C1
D1
Area (ac)
0.3
0.3
0.7
0.4
0.2
0.3
0.4
0.4
0.4
0.1
0.5
C
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
T (min)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
I (in\hr)
6.6
6.6
6.6
6.6
6.6
6.6
6.6
6.6
6.6
6.6
6.6
Q (cfs)
1.7
1.7
3.9
2.2
1.1
1.7
2.2
2.2
2.2
0.6
2.8
Structure
NO.
-
-
-
-
Inlet Type
ROOF DRAIN
ROOF DRAIN
TYPE 'F1
TYPE 'F1
ROOF DRAIN
36" BROOKS
TYPE 'F'
ROOF DRAIN
TYPE 'F
-
TYPE 'G1
Length (ft)
(opening)
-
-
3
3
-
-
-
Q (in) cfs
1.7
1.7
3.9
2.2
1.1
1.7
2.2
2.2
2.2
0.6
2.8
Page 1
RATIONAL METHOD RUNOFF COEFFICIENTS
%
LAND USE
Residential:
Single Family
Multi-units
Mobile homes
Rural (lots greater than 1/2 acre)
Commercial
.80% impervious
Industrial
90% impervious
Source: San Diego County Hydrology Manual
COEFFICIENT. C
Soil Group
B C
.40
.45
.45
.30
.70
.80
.45
.50
.50
.35
.75
.85
.50
.60
.55
.40
.80
.90
.55
.70
.65
.45
.85
.95
URBAN AREAS OVERLAND
TIME OF FLOW CURVES
too
z
UJ
EXAMPLE.:
GiVEM '. LENGTH C?F FLONA/
5 LOPE. -O 70
Aoo FT.
d = .JO
= 15"
o>
Cl«J U L.
xi 2- OH~ 5 • «2
C • Qf~ o| 01•0 >. U — >M ,— -O O <Uo XI -o >v>r> J3 -r- *J >• C >» Ol t. vO K> o L.
U OJDC XI .00 •— 3JC 3 3 1/1 O -r- «-» 01 U
«O 01 4J «J 01 *cl CT ^ C
i-ec one. •— <a o« •«- 3 ^- 01 tr> <= L. U •»-c o . e-w > io -u••-XIOM -t^ o> a. RI
gOIC. «»_*l__o J=' l-
«J UJC S*-^ • — • ~^ C XI ••"41**^- 01 C.-^- IXIoj— .<a c ci o o >. oi
-O O> C l_ 3 O C - O. 4J M•«•»- >> c ^- « e c •— >•
e o.«i-ao5 « •»- -"- -c c"^
** c; L. ex-i-» -w *j j; c
o o o u c -a uza. c. 3 c:
— ** o t- ^r o «J u JTOI
0.3 - tl~~ t-OJC-r-O
•2 u § S"d. S «*"^Jct! -c"5 ^"~ c«»US JJ Ol XJ -r- <Ju* a. • ^-» c <*^ -^- *^ *n *^ oj 4 01 r— o
oE-C«t3— 3*J a -M4J s+J «—~ O Ol C Wl -<~^ <O O <^ ttt Q — Of•<-> Uv.c>aoj -o j; -C o •— •»- i_ ^— -C JZu U.CVIH— sea <*jj-ijj a.o a a. >—••-•
L.
Q »— OJ i-i rr ">
*^^CN/^ 1
VTvl»* ]
; '
" , -«VO CM »-
tX Q.
*' '
^ * '•>\ „. I
1 f^1 %.\ \rvO >-CJ ft>o^n -.— „ Ci<1 Vr >• > c>» CM -*•u a, Eco»
.- a- c » •
EC", o.10
° ^^ ;c oi ._,. uo -u OSJ *J
-f O M4J 01 » 31
Ml .— -^«
O Ol U3 T3T— en tx. <<•*•
ex
•< O ^- CM f
.
Co
01«Jof
*Jt.
01
VIOlo
a
. «
J= to
"c o
r—a.a.
o
* .
u» •»•
•> •«•
6-Hour Precipitation (inches)
in
i
T
LUocrso
u.
.A3
1/85
uu
I .n» I • 7IX-—Nl-' .p-?fLM^ vH2—>fen_*sJL—\ g^r/ --%/ ^» \ \ i W
Revised 1/85
(c) H tthe tributary ^areas thave {different itime
smaller of the tributary Q*s must be correctedS
(1)
f
i. >.
tion,~the
The usual case is where the tributary area with the longer time
of concentration has the larger Q. ft) 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.
Q.
(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.
QP •B
B
BEST ORIGINAL
*A4
HANDBOOK OF HYDRAULICS
for the Solution of
Hydraulic Engineering Problems
Sixth Edition
n^ 0.0/3
Table 7-4. For Determining the Area a of the Cross Section of a
Circular Conduit Flowing Part Full
depth of water D
diameter of channel ~ J *nd °' ~ tbe ul>ul«t«d v«lue. Then » -
D
~i
.0
.1
JZ
.3
.4
.5
.8
.7
.8
.9
.00
.0000
.0409
.1113
.1933
-2934
.393
.192
.387
.874
.745
.01
.0013
.0470
.1199
.2074
.3032
.403
.302
.598
.631
.750
.02
.0037
.0534
.1231
.2187
.3130
.413
.512
.805
.889
.758
.03
.0089
.0600
.1385
J260
.3229
.423
.521-
.814
.897
.781
.04
.0105
.0868
.1449
.2355
.3328
.433
.531
.823
.704
.788
.05
.0147
.0739
.1535
.2450
.3428
.443
.540
.832
.712
.771
.06
.0192
.0811
.1823
.2546
J527
.453
.550
.840
.719
.775
.07
.0242
.0885
.1711
.2642
.3627
.462
.559
.649
.725
.779
.08
.0294
.0961
.1800
.2739
.3727
.472
.569
.657
.732
.782
.OS
.0350
.1039
.1890
.2838
.3827
.482
.578
.666
.738
.784
Table 7-14. Values of K' for Circular Channels in the Formula
Q = — <flisH
71
D — depth of water d - diameter of channel
D
7
.0
.12
3
.4
.5
.6
.7
.8
.9
1.0
.00
.00967
.0406
.0907
.1561
.232.
.311
.383
.453
.494
.463
-01.
.00007
.0118
.0448
.0966
.1633
.239
.319
.395
.458
.496
.02
.00031
.0142
.0492
.1027
.1705
.247
.327
.402
.463
.497
.03
.00074
.0167
.0537
.1089
.1779
.255
.335
.409
.468
.498
.04
.00138
.0195
.0585
.1153
.1854
.283
.343
.416
.473
.498
.05
.00222
.0225
.0834
.1218
.1929
.271
.330
.422
.477
.498
.06
.00328
.0257
.0686
.1284
.2005
.279
.358
.429
.481
.496
.07
.00455
.0291
.0738
.1352
.2082
.287
.366
.435
.485
.494
.08
.00604
.0327
.0793
.1420
.2180
.295
.373
.441
.438
.489
.09
.00775
.0366
.0849
.1490
.2238
.303
.380
.447
.491
.483
! i i Mfl
C;»tn. Q, 10 3 • ^sy
'
CITY OF SAN DIEGO - DESIGN GUIDE
GUTTER AND ROADWAY
DISCHARGE-VELOCITY CHART
CHART .1-103.6 A
CAPACITY OF CURB OPENING INLETS
ASSUMED 2% CROWN.
Q = 0.7L (A+Y)3/2
*A - 0.33
Y « HEIGHT OF WATER AT CURB FACE (O.V MAXIMUM)
REFER TO CHART 1-104,12
L - LENGTH OF CLEAR OPENING OF INLET
*Use A=0 when the inlet 1s adjacent to traffic;
I.e., for a Type "0" median inlet or where the
parking lane is removed.
REV.CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO.
CAPACITY OF CURB OPENING INLETS
^^ - ^r^tt^^^A p r -i.in^fir ^ -^"--^ ^iilt-
I.O-
m
.t-
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ff
• a.— II
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t.rf«» «« I- -2
— H^ri>f \ t
I — «••«•' *•»»•••«• <•) * ^^\\ -15
ELEVATION SECTION
REV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO.
• *
,.,_ MOKyl^r^D A h it r* A o ANUlYlUoKAM C/Ar/J.CITY, CURB
INLET AT SAG
vf:;;r •%'
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r
4-32 HANDBOOK OP HYDRAULICS
Table 4-6. Miscellaneous Coefficients of Discharge for Various
Sharp-edged Submerged Orifices
The two orifices experimented on by Ellit were horizontal. All other orifice*
were YertieaL
r>imeiutani oforifice in feet
Circle, d ~ .05
Circle d - 10
Square. .05 by .05. .
Square, .10 by .10..
Rectangle, i - 3.0,
d - .05.
Circle i — 1 0
Square, 4.0 by 4.O..
Author-ity
H. Smith
H Smith
H. Smith
H. Smith
H. Smith
EUi*
EUii
Stewart
Head in feet
0.3
600
.807
....
.614
0.5
.599
.600
.609
.605
.621
1.0
.597
.600
.607
.604
....
2.0
.595
.599
.605
.603
608
.601
4.0
.595
.598
.604
.604
.620
.601
6.0
.620
.603
.603
10.0
.618
.600
.605
18.0
.601
.608
Table 4-7. Coefficients of Discharge for Submerged Vertical
Square Orifice with Rounded Corners
From experiments by EUii
Dimensions of orificein feet
Square. 1.0 by 1.0
Head in feet
3
.952
4
.948
5
.946
6
.945
8
.944
10
.943
12
.943
14
.944
18
.944
Q = Co.
222
OCO•nOO
^-n
y
Q ~J
= 32.2 -fp
4-10 ,
x (in)8 \O
4.4 4
2,15 3.cp
h (ff.)0,^8 0,11 O.B8
10,5