1996-5154 G
gl (¡;)
- ---.-------------
Category
S-I 5' 4
Name
Street Address
/
/67
S-2 '-I-=r 1-
Serial #
Description
Plan cK. #
Year
y~^.4",c-,..\,
,..,.vi') ./
.
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SOUTH COAST CIVIL ENGINEERING INC.
HYDROLOGY & HYDRAULICS REPORT
COLE RESIDENCE
3537 DOVE HOLLOW ROAD
ENCINIT AS, CA. 92024
~p::I'" ú ?f?~.?--'~
Russell Bergener
RCE: 44641
Exp, 3/31/98
9/1/17
Date
"~1
\
5EP 05 1997
eny OF ENCINiTi\S
11315 Rancho Bernardo Rd. , Ste. 131 , San Diego, California 92127
(619) 675-9097
PG 2 OF
"
OFF S/7£ IJASIN MAP
COLE RE.s/DENCE
3537 DOYE HOLLOW RD.
ENCINITIJ-S t!R 'lldZ4
A.P-N. 2£:.4 - 232- /8
Slt!I/L£ .L" = ZOO'
pc.
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OFFSIT£ BR!lIN MRP
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30'
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328. ~,,'
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COLE RES/ OENCE
~537 .coVE HOLêOJU RD.
ENCINITI1S CR. 9Z0Z4
A.PAI. Z&'4-232-/8
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Page 5 of If}
CAPACITY OF 12" X 12" GRATED INLET
/11 ÆJ/NT .3
Cole Residence
3537 Dove Hollow Rd. Encinitas, CA. 92024
Assume 50% Clogging
1) QCAP = CLH 3/2
QCAP = 6.0 CFS
C=3.0
L = Perimeter/2
L = 4/2 = 2
H = Sump = 1.0
2) QCAP = [1/2]5.37 AH1/2
QCAP = 1.34 CFS
A=Area/2
A= 0.50 SF
Use 1.34 CFS as Max, capacity per each area drain with 1.0' sump.
Verified @PT. 3 QlOO= 0.39 < 1.34 Therefore OK
11315 Rancho Bernardo Rd. , Ste, 131 , San Diego, California 92127
(619) 675-9097
p ().- (p
OF 19
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Cole Residence
Comment: D-75 Brow Ditch at Point 1
Solve For Actual Depth
Given
Input Data:
Diameter... ......,
Slope. . . . . . . . . . . . .
Manning's n. ......
Discharge.. .......
Computed
Results:
Depth.............
Velocity... .......
Flow Area.........
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
ENERr;y
2.00 ft
0.5000 it/it
0.014
3.40 cis
0.21 ft
19.50 ips
0.17 sf
0.64 ft
0.0052 ft/ft
10.45 %
148.54 cfs
159.78 cfs
9.10 (flow is Supercritical)
DI SSIFfJTðR
INSTALL 12';( lS' MitT OF 114 TON KIP ß4?
,PE.e ZJ-40/ TYPE Z (Z.O THICk) O/tl
M/mFI /40 F/LTEK' F/J8K'JC.
Open Channel Flow Module, Version 3.3 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
P& 7 0 F 19
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Cole Residence
Solve For Actual Depth
Comment: 30" ADS N-12 Pipe at Point 2
Given
Input Data:
Diameter..... .....
Slope. . . . . . . . . . . . .
Manning's n.....,.
Discharge... ......
Computed
Results:
Depth. . . . . . . . . . . . .
Velocity......... .
Flow Area.........
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
Di .
r' INSTALL 12' X 25' MAT OF 1/4 TON RIP RAP (2.0' TIDCK) PER D-40,
TYPE 2 ON MIRAFI 140 FILTER FABRIC.
2.50 ft
0.0560 ft/ft
0.012
34.05 cfs
0.98 ft
19.12 fps
1.78 sf
1.98 ft
0.0062 ft/ft
39.14 %
105.15 cfs
113.11 cfs
3.94 (flow is
Supercritical)
Open Channel Flow Module, Version 3.3 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
.PC- B
Or J)
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Cole Residence
Comment: 6" P.V.C. at Point 4
Solve For Actual Depth
Given
Input Data:
Diameter....... ...
Slope. . . . . . . . . . . . .
Manning's n.... ...
Discharge........ .
Computed
Results:
Depth. . . . . . . . . . . . .
Velocity..........
Flow Area.. .......
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity.. ...
QMAX @.94D........
Froude Number.. ...
0.50 ft
0.5000 ft/ft
0.012
0.39 cis
0.10 ft
13.61 ips
0.03 sf
0.32 ft
0.0077 ft/ft
20.35 %
4.30 cis
4.62 cis
8.99 (flow is Supercritical)
ENERGY DJS'JIPt4TðR
NIJI'IE /!:EQUIRED; {)UTlETS INTO
DRIVEW/IV
Open Channel Flow Module, Version 3.3 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
P&- 9
OF / '?
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Cole Residence
Comment: Earthen Brow Ditch at Point 5
Solve For Actual Depth
Given
Input Data:
Diameter...... ....
Slope. . . . . . . . . . . . .
Manning's n... ....
Discharge.........
Computed
Results:
Depth.............
Velocity..........
Flow Area.........
Critical Depth. ...
Critical Slope....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
2.00 ft
0.3700 ft/ft
0.035
0.12 cfs
0.07 ft
3.36 fps
0.04 sf
0.12 ft
0.0438 ft/ft
3.58 %
51.11 cfs
54.98 cfs
2.70 (flow is Supercritical)
ENERGY D/5S/PIi TOR
IN57RLL 5 I X S"' M/1T OF NO L
RIP R¡CJP FE,/¿ D-40 TVPE Z
(!,() TN/Ck2 OJ( I1IK;iJ PI 14tJ
F/L7e¡¿ rA7.)R/C.
Open Channel Flow Module, Version 3.3 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
?C-
10 OP /9
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Cole Residence
Comment: Earthen Brow Ditch at Point 6
Solve For Actual Depth
Given
Input Data:
Diameter..........
Slope. . . . . . . . . . . . .
Manning's n... ....
Discharge........ .
Computed
Results:
Depth.............
Velocity.. ........
Flow Area.........
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
2.00 ft
0.1000 ft/ft
0.035
0.23 cfs
0.13 ft
2.60 fps
0.09 sf
0.16 ft
0.0400 ft/ft
6.59 %
26.57 cfs
28.58 cfs
1.53 (flow is Supercritical)
ENER{}Y D/SSJPflTDR
NDNE I?EaUlllED lJU TLET5
IAlTD DRIVEWI1Y,
Open Channel Flow Module, Version 3.3 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
PtJ. 1/
Or /9
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Cole Residence
Comment: D-75 Brow Ditch at Point 7
Solve For Actual Depth
Given
Input Data:
Diameter.... ......
Slope. . . . . . . . . . . . .
Manning's n.. .....
Discharge........ .
Computed
Results:
Depth.............
Velocity.... ......
Flow Area.........
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.. ...
2.00 ft
0.1750 it/it
0.014
0.23 cis
0.08 ft
5.97 ips
0.04 sf
0.16 ft
0.0064 it/it
3.76 %
87.88 cis
94.53 cis
4.68 (flow is Supercritical)
ENEX.G Y PISS: / m 701:.
NONE I\EáJVIKED OUTLET5
/ NTD DElVE-WAY.
Open Channel Flow Module, Version 3.3 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
I
I
I
I
I
STATION I
I
I
! '
COEFFICIENT OF RUNOFF: C (consider probable development)
I
Developm'ent Areas (Urban)
I
% Land .use
Residential:
i
sin;gle Family
I
I
Muliti-Uni ts
b,l'l
Mo 3. e Homes
. I
Rural (lots greater
I ~ acre)
Corrimercial (2)
80%: Impervious
i
i
Industrial (2) =
90%' Impervious
I
PG /2 OFI,
woy
SHT
OF
CALC
DATE
CHKD
DATE
AREA REFERNECE ßIf5/NS '8'( THlfDU6-H ()
.057 (50 scale)
x .918 (200 scale) = :SEE S(}/YIIYIftffY Sh--I;1AèRES
91.8 (2"000)' ,.,..
-"
AREA
, "
Coefficient "c"
A
B
C
D
.40
.45
.50
.55=
.45
.50
.60
.70=
.45
.50
.55
.65=
"
/00
than
.30
.35
.40
~
0.1 r
.70
.75
.80
.85=
.80
.85
.90
.95=
C =
!
I
TIME OF 'COMCENTRATION T
c
(chart B-1)
I
I
Hi.Pt.
I
Lo.Pt.
I
!
,J
*TC=(11.~(L3») .385
CA=
H.
T =Time in Hours
c
L=Distance in Miles
H= 3.n eet
Add 10 minutes to computed tim
of concentration
L.
I T = min hr
I
/0= c (10 min. minimum)
RUNOFF: lxCA
!
1 , = ,II /hr
USE If]' fn/N
cfs USE 0 =
I SE"F St¡fVlfVLPrR'f SHl:.¿1 ' "
I '
1100= S-.l. CA cfs USE °100 =
CFS . ,
CFS
,
Reference':
San Diego County Flood Control Design and Procedure
Manual.
(1) Obtain soil type form Appendices IX-Cl thru IX-C4
.;
I
I
I
I
I
I
I
STATION I
m 13 OF/:
WO#
CALC
SHT OF
DATE CHKD DATE
, "
B~ 5/ fý It OFF SITE
20 ,f ACRES
.....
AREA
I
I
¡ .
AREA REFERNECE
.057 (50 scale)
x .918 (200 scale) =
91. 8 ('2"000 )",.
,
I
I
! .
COEFFICIENT OF RUNOFF: C (consider probable development)
j
Development Areas (Urban)
I
% Land ,Use
Residential:
I
Sin'gle Family
I
11 , U '
Mut~- n~ts
I
Mob:ile Homes
. I
/00 Rural (lots greater than
I ~ acre)
Commercial (2)
80%; Impervious
." /hr cfs USE Q =
x q -0 = .
CA ]J.] cfs USE °100 = JJ.)
,
,
I
Industrial (2) =
90%' Impervious
I
I
I
I
!
I
TIME OF :COMCENTRATION T
(chart B-1) c
I
I
Hi.Pt.483 H. S"f
i --
Lo . Pt. 41. ß L . I 3 b 0
¡
I T = lG'C:¡ 'min 0.2.8 hr
II c (10 min. minimum)
RUNOFF: Q= 1xCA
1 i
=
,
I .
1ioo= 3.7
I
Reference':
, .
Coefficient "C"
A B C D
.40 .45 .50 .55=
.45 .50 .60 .70=
.45 .50 .55 .65=
"
.30 .35 .40 B O.4S-
.70 .75 .80 .85=
.80 .85 .90 .95=
C = a.if
.J
*Tc=(11.~(L3») ,0385 CA= c¡,()
T =Time in Hours
c
L=Distance in Miles
H=Height in Feet
*Add 10 minutes to
of concentration
computed time
CFS . .
CFS
San Diego County Flood Control Design and Procedure
Manual.
(1) Obtain soil type form Appendices IX-C1 thru IX-C4
PI}
/4 OF
..iÇ." ..~........~,N.,""';;~',
-',"',"".,',"{t""'. ¡;':'"
",.4',?'/'\.,.." ..
c . "
/9
"
.
TABLE ll,--INTERPRETATIONS FOR LAND ~UU~AGEMENT--Continued
lap
l11bo
Soil
LA
LB
lC
LC2
LD2
:D
:E
C
E
'F
Ramona sandy loam, 0 to 2 percent slopes-----------------
Ramona sandy loam, 2 to 5 percent slopes-----------------
Ramona sandy loam,S to 9 percent slopes-----------------
Ramona sandy loam,S to 9 percent slopes, eroded---------
Ramona sandy loam, 9 to 15 percent slopes, eroded--------
Ramona gravelly sandy loam, 9 to 15 percent slopes-------
Ramona gravelly sandy loam, 15 to 30 percent slopes------
Redding gravelly loam, 2 to 9 percent slopes-------------
edding cobbly loam, 9 to 30 percent slopes--------------
edding cobbly loam, dissected, 15 to 50 percent
slopes.
Redding-Urban land complex, 2 to 9 percent slopes:
Redding----------------------------------------------
Urban land-------------------------------------------
edding-Urban land complex, 9 to 30 percent slopes:
Redding----------------------------------------------
Urban land-------------------------------------------
Reiff fine sandy loam, 0 to 2 percent slopes-------------
Reiff fine sandy loam, 2 to 5 percent slopes-------------
Reiff fine sandy loam, 5 to 9 percent slopes-------------
iverwash------------------------------------------------
Rositas fine sand, 0 to 2 percent slopes-----------------
Rositas fine sand, hummocky,S to 9 percent slopes-------
Rositas loamy coarse sand, 0 to 2 percent slopes---------
Rositas loamy coarse sand, 2 to 9 percent slopes---------
Rositas loamy coarse sand, 9 to 15 percent slopes--------
Rough broken land----------------------------------------
~alinas clay loam, 0 to 2 percent slopes-----------------
Salinas clay loam, 2 to 9 percent slopes-----------------
~alinas clay, 0 to 2 percent slopes----------------------
Salinas clay, 2 to 5 percent slopes----------------------
San Miguel rocky silt loam, 9 to 30 percent slopes-------
San MiQuel-Exchequer rocky silt loams, 9 to 70 percent
slopes:
San ~Iigue 1-- - - -- - - - - -- - - - -- - - - - - -- - -- - - - -- - -- - - - - -- --
Exchequer--------------------------------------------
Sheephead rocky fine sandy loam, 9 to 30 percent
slopes, eroded,
~heephead rocky fine sandy loam, 30 to 65 percent
slopes, eroded,
~loping gullied land-------------------------------------
Soboba stony loamy sand, 9 to 30 percent slopes----------
Steep gullied land---------------------------------------
Stockpen gravelly clay loam, 0 to 2 percent slopes-------
Stockpen gravelly clay loam, 2 to 5 percent slopes,-------
Stony land-----------------------------------------------
rerrace escarpments--------------------------------------
idal flats----------------------------------------------
ollhouse rocky coarse sandy loam, 5 to 30 percent
slopes, eroded.
ollhouse rocky coarse sandy loam, 30 to 65 percent
slopes.
Tujunga sand, 0 to 5 percent slopes----------------------
Urban land-----------------------------------------------
Visalia sandy loam, 0 to 2 percent slopes----------------
IC
IE
;A
;B
,C
n
)A
rC
5A
5C
5D
JG
)A
)C
:A
:B
mE
nG
pE2
pG2
rD
sE
tG
uA
uB
vE
eF
f
oE2
'oG
uB
ir
aA
;ee f otnotes at end of table.
Hydro-
logic
group
Erodibility
C
C
C
C
C
C
C
D
D
D
Severe
Severe
Severe
Severe
Severe
Severe
Severe
Severe
Severe
Severe
16----
16----
16----
16----
16----\
16----
16----
9-----
9-----
1-----
D
D
D
D
B
B
B
A
A
A
A
A
A
D
C
C
C
C
D
Severe 16----
Severe 16----
Severe 16----
Severe 2, 4--
Severe 2
Severe 2
Severe 2
Severe 2
Severe 2
Severe 1-----
~Ioderate 2---
~!oderate 2---
Slight-------
Slight-- -----
Seve re 9- - - --
~D Severe 1-----
~ Severe 1-----
C Severe 16----
C
Severe 1-----
B
A
.D
D
D
A
D
D
C
Severe 2-----
Severe 2-----
Severe 1-----
Moderate 2---
~Ioderate 2---
Severe 1-----
Severe 1-----
Severe 2, 4
Severe 9-----
C
Severe 1-----
A
D
B
Severe 2-----
Severe 16----
FG IS OF /9
Limitations for
conversion
from brush to
grass
Slight,
Slight.
Slight.
Slight.
Slight.
Slight.
Slight.
Moderate.
Moderate.
~Ioderate .
Slight.
Slight.
Slight.
Severe.
Severe.
Slight. II
Slight. II
Slight. II
Slight. II
Moderate -:-
Severe.
Severe.
~!oderate, 41
Moderate. y
Severe. 41
Moderate -:-
Severe,
Slight.
Slight.
Severe.
Severe,
Severe.
Severe.
Slight.
Slight.
37
., u.~. ,.
?d 1="".-
"d r-
"\2
ã
H
X
X
H
15
40 50 1
20
30
"',
-.."JJ1~ "1 .0
2
3
4
5
6
3) t g
c
4) I g
min.
in/hr.
5.7...
.~
~
~
*Not Applicable to Desert Region
., .
11
"-
\.L)
APPENDIX XI
IV-A-14
..., I.I~ ".
~ l=""'-
"C r-
I'T\2
Š
H
X
X
H
.1.' ".1.1.
-.......,.,... +1...
H
< I-I-+-.-I-I"""_H~.
>,1
I
~ 10 15 20
40 50' 1
30
2
. 3
4
5
6
3) t A
C
4) I A
min.
in/hr.
].7
~
*Not Applicable to Desert Region
......
'J
. .
C)
""
., ,
APPENDIX XI
IV-A-14
~
UtYAKIMENT OF SANITATION &
FLOOD COUTROl °
P~P.f.d by :
U.S. DEPARTME~ r OF CO~tMERCE
NATIONAl. OC!::AI':IC AND AT. aSPHERIC ADJ.lI:"IISTRATlON
SPECIAL STUDIES DR^NCII. ornc!:: OF II UROLOGY. NATIONAL WEATIII:R SERV1CE
~
('þ
-<
~
In
('þ
p..
.....
'-
00
U1
>
~
~
m
:z
0
......
><
~.~
7,f h~>",.
... 00 . , 0.:. .'..0 . ~ >.:"
. . ,. .
3 )" 0 5 t.
33°
451
..
30' :
..
t
. I
15 I 1
t"
451
30'
~
"-
CJ.\
11 Go~
"1'
"-
X I - &...ò.
118'
45'
liS 1
11 ìo
301
15 t
30'
J 5 T
//7°/"L
Re'/i sed 1/35
AP r EN!) IX
COUNTY OF SAN DIEGO
FLOOO CONTROL
115 '
3D'
IS'
.
"3'3 ô>.
33°
-.
;:0
(1)
<
, ......
tn
(1)
Po
,-1-
......
-
co
tn
ItS I
Pre!'- +"" I>y
: .
.
u.s. DEPARTMEr.¡lr OF CO~MERCE
I H^TJOt\^L OCJ::^:'\IC ^ND ^1':JOSI'IIEIHC ^O~IIf':JS1'R^TION
. ~ 'HC'AL nuoI" 00'"C"'3::"<' 0' ~O"O'OCV' NATOï"AL "AT"," ",,'"C,
X
'X
.... .
I
:r:
111:"
~
~
I) ~j I
1) I I I 1170
'- /17" IL'
)0'
II ~; ,
)01
I ~ I 11 (j" ~
~
APPENDIX XI-II"
..-...(\
Revised '.1/85