HomeMy WebLinkAboutMS 13-02; King Property; Minor Subdivision (MS) (5)HYDROLOGY & HYDRAULICS
REPORT
FOR
KING TENTATIVE PARGEL MAP
1600 BUENA VISTA WAY
APN 156-142-40
PREPARED FOR
Bill and Robin King
5120 Avenida Encinas - Suite 100
Carlsbad, CA 92008
PREPARED BY
Robert O. Sukup
4322 Sea Bright Place
Carlsbad, CA 92008
RCE 28302
August 25, 2013
Revised November 26, 2013
RECEIVED
DEC 10 2ai3
CITY OF CARLSBAD
PLANNING DIVISION
HYDROLOGY DISCUSSION
The proposed 5 lot subdivision is at the top of a knoll. There are single family
homes to the north and the other three sides of the property are bordered by
streets. No offsite water enters the property. In the existing condition about two
thirds of the proposed Remainder Parcel fiows to Arland Road and the rest
toward James Drive. The new design has about .07 acres of its new backyard
diverted back to Arland Road. This small diversion will not create any issues.
Two proposed "bioretention basins" on the Remainder Parcel will help provide
mitigation that presently doesn't exist. Proposed Parcels 1, 2, 3 and 4 will
continue to flow easterly to existing James Drive with a gross area of 1.16 acres.
This property was evaluated under M.S. 98 -16. A copy of this report is in Exhibit
"A". A review of the Improvement Plans for James Drive [ CT 98 -16, Drawing
No. 382 - 9, Sheet 2] shows an 18" RCP at .7% grade going across James Drive.
A check using the Manning Equation indicates an 18" RCP pipe at .7% grade can
handle 8.81 cfs. The hydrology report referenced above shows 4.8 cfs in the pipe
going across James Drive. My calculations that follow show 3.29 cfs going into
the pipe (2.73 from the project and .56 cfs from our half street width of James
Drive). To be conservative I used a Q of 4.8 cfs to make sure the proposed 5'
long catch basin opening would be adequate
I did an independent hydrology calculation using the updated San Diego County
charts. The farthest point for the water to travel is from just east of the existing
house. Based on a 90' initial start for the drainage at a 1% grade with a C of .5
yields a Ti of 9.5 min. [Figure 3-3]. I will use this as my Tc. The previous report
used a Tc of 11 minutes so I have taken a slightly more conservative approach.
Per the 100 year Isopluvial Charts and Figure 3-1, we get an I of 4.7. The
calculated Q = CxlxA=.5x4.7x1.16 acres = 2.73 cfs. The half street of
James Drive that flows into the catch basin on the west side of the street
contributes .56 cfs (1.0 C value x 4.7 x .12 Ac). The total projected post
development 0100 is 3.29 cfs.
The new lots will require the widening of James Drive, Buena Vista Way and the
installation of a new catch basin on James Drive that will replace the existing
temporary catch basin. The catch basin is a sump condition and needs to handle
about .96 cfs per lineal foot of opening. The total Q it has to handle is 4.8 cfs. Per
the attached nomograph, the proposed 5' wide catch basin will work fine.
I have also included, after this discussion, a copy of the City's aerial topo for the
developments to the north of this property. It is difficult to read it but the existing
houses just north of the terminus of James Drive flow to the north/northwest to an
elevation of about 158. They do not flow southeasterly to existing James Drive.
They flow to a sump condition with no outlet. They do not contribute drainage
waters to our project.
I have included a copy of the proposed grading portion of the TPM as my
Hydrology Map for the project.
San Diego Connty Hydrology Manual
Date: June 2003
Section: 3
6 of 26
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
LandUse Ranoff CoefBioait "C"
NRCS Elements County ElemKits % IMPER.
Undistuibed Natural Terrain (Natural)
Low Drasity Residential (LDR)
Low Doisity Residential (LDR)
Low Density Residential (LDR)
Medium Density Residential (MDR)
Medium Doisity Residentiai (MDR)
Medium Density Residential (MDR)
Medium Density Residential (MDR)
High Density Residential (HDR)
High Density Residential (HDR)
Commercial/Iadustrial (N. Com)
Commercial/Industrial (G. Com)
Commercial/Industrial (O.P. Com)
Commercial/Industrial (Limited L)
Commercial/bidustrial (General L)
Peimanoit Open Space
ResidentiaL 1.0 DU/A or less
ResidentiaL 2.0 DU/A or less
ResidentiaL 2.9 DU/A or less
ResidentiaL 4.3 DU/A or less
ResidentiaL 7.3 DU/A or less
ResidentiaL 10.9 DU/A or less
ResidentiaL 14.5 DU/A or less
ResidentiaL 24.0 DU/A or less
Residential, 43.0 DU/A or less
Neighboiliood Commercial
General Commercial
OflRce Professional/Commercial
Limited Industrial
General Industrial
0*
10
20
25
30
40
45
50
65
80
80
85
90
90
95
0.20
0 27
0.34
0.38
0.41
0.48
0.52
0.55
0.66
0.76
0.76
0.80
0.83
0.83
0.87
Soil Type
B
0.25
0.32
0.38
0.41
0.45
0.51
0.54
0.58
0.67
0.77
0.77
0.80
0.84
0.84
0.87
0.30
0.36
0.42 _
0.45
0.48
0.54
0.57
0.60
0.69
0.78
0.78
0.81
0.84
0.84
0.87
0.35
0.41
0.46
U5EC-.56 0.52
0.57
0.60
0.63
0.71
0.79
0.79
0.82
0.85
0.85
0.87
*The values associated with 0% impervious may be used for direct calculation of tiie runoff coefficient as described in Section 3.1.2 (representing the pervious luaofT
coefiBcien^ Cp, for tbe soil type), or for areas tbat will remain undisturbed in perpetuity. Justification must be givoi tibat Ibe area will remain natural forever (e.g., the area
is located in Cleveland National Forest).
DU/A = dwelling units per acre
NRCS = National Resources Conservation Service
3-6
100
h-UJ Ul LL
Ui O
z
w o
UJ CO Qt Z)
8
(£ UJ
I
EXAMPLE:
Given: Watercourse Distance (D) = 70 Feet
Sk^(s)=1.3%
Runoff Coefficient (C) = 0.41
Overland Row Tinie (T) = 9.5 Minutes
KXJRCE: ^rport Drainage, Federal Aviatkin Adnr^nistration, 1965
.p_ 1.8 (1.1-C) VD"
FIGURE
Rational Fonnula - Overiand Time of Flow Nomograph
(ft u. o
o
e
5
4
O
Jli.
u. o
X
(9
UJ
J
(JL
o
I-o o u.
K W 0.
o
a < o
r 2
r I.Q
- ,6
.5
.4
.3
.2
.08
.oe
.05
.04
L- .03
- ,4
4 L H
I
*-~-UPCOl dtpriMlPn <»)
-
- .8
L- .19
EtEVATION SECTION
NOMOGRAM -CAPACITY. CURB INLET AT SAG
2.6-0651 Plate
http://gisweb/ser\'let/com.esri.esrirnap.Esrirnap?Ser\iceNarne=ovrnap<S:ClientVersion=3.... 01/24/2005
Orarige
Riverside Cotsity-
County of San Diego
Hydrology Manual
Rainfall Isopluvials
1 on Year Rainfall Eveat - 6 Hours
Isopluviai (inches)
GIS mmM
-E SSS '
3 0 3 M iles
County of San Diego
Hydrology Manual
111-^9
IMwcBons for AppMetfhm;
(1) Rom pfedpiMoTHn^ datemww 6 )ir anl 24 tv ainoiffife
ftjrtbe setected frec|oerx:y. These maps are induded in Itie
County HydixAigy Mawal (10,50, and 100 yr maps included
in ttie Design and Procedwe Maiuai).
(2) Atlgust 6 hr predpitation <if necessary) so tfiat itis wilNn
the range of 45% to^% of tfie 24 hr (vet^Mtafion (m^
appHc^e to D^ert).
(3) Plot 6 hr pned{xtaijon on the lig^t side of the chart.
(4) Diaw a line through ihe paM pwaHel to the (doUed tines.
(5) This line is tile intensfty-duratnn curve for the Iccafion
l>er r--:lyzed.
AppliaUonFonn:
(a) S^cted frequem^ year
(c) AdHisted PgP' =
(d) t^=^.S nm.
(6)1= All inJlr.
24
in.
N(te: TNs chst replaoes the Int^i^ty-Duration-Ffequency
curves used since 196S.
P6 ! i 2 , 23 ; a ~ SLS :
I
5 2JB3 (3.9SsS.g7. 6.S9 j7.90:9.2a;10.5*:n.gT3L17lt4.48»t&B1
7i 2.t2 i3.18[4a«' S.30T6:»'7.4aT8jy ; 9St j 1060 ItJ6j 12.78
;253!3.37! 4.21:5.05;5J0! 6.74 f 7«1 9.4Zl 9Sf 1! 15
20
2S
I i I I
S3 ; <
I 1
1.S8
'1.30 ii.»i2JS9\3MtSJB9i«S*i 5.19^1^84 I 6.4»;
:iaii
0J3
1J62!Z15' 2J9j3.28^3.77i 4.31 ' \ 539
7.13; 77»
1.40i1J7:a33r2,B0i3^7i3.ra I 440 ! 4JL
90 o.eo asa
1.03; 1J»,
ose'Ci.te]
JOB 034
0126
"oi?
0.17
080! 1.06 i
061)0.82:
i.TOjeo7:2.4i 1.49,Tre ;2.<»;
r.M|T»; 1.861
"i.oeiijs3:i:4Si 0.51 [QB! 085 hi>a: iia
0.44|0£8: O73|O8S!i.03
2.78 i aio
2.12 T 2.39
iJ3Tri4
4.15;
3-4|]
2XH
5L13 &60
4.56 I 4:98
179
8^
O39ift58iO65i0.7810.91
ft,33|0.43i
eaio.36
054^0:851076 047|SsStoSg
a25i033l 0.421050 0.58
1.38M.S3i i.70: 1.8?
1.1B 1 1.32 I
IJH I 1.18 1.311
1.62
1.44
0.87 098 1 1.Ce> 1.19
0JS ;O» i 094 j 1.03
0J7 ' 075 i QMi tt9g
4JS 1:58
118
2^
2.04
1.78
1.S7
1J30
1.13
1.00
F 1 G P R g
Inlensfty-DBraftm Design Chart - Tenylate
EXHIBIT "A"
A L^ND SPACE ENC3INEERING, INC.
PLANNING — CIVIL ENGINEERING — SURVEYING
201 EAST GRAND AVE.. SUITE 2-F • ESCONDIDO. CA 92025
PHONE (760) 741-2689 FAX (760) 741-2616
-6
HYDROLOGY 5C HYDRAULICS
REPORT
PROJECT
CARLSBAD TRACT M.S. 98-1 6
JAMES DRIVE, CARLSBAD
DATE: 7/28/99
•pro
ALEKSANDAI^ PANTICH
R.C.E. 32734
EXP. 06-30-02
C:\LSQSeOS\H I .GOV
KUANNiNS - CIVIL-ENGINEERING - SURVEYING
201 EAST SfUfC AVE.. SUITE 2-F. ESCOfCIOa CA S202S
PHONE (613) 741-26B9
SHEET NO.
CALCULATED GY.
CHECKED BY
SCALE
OF
DATE.
OATE.
rti/-
-A
! I
/•7^ \ \
^/^^ Wfeo ^ 5.S7
' • : i ; • ; , ^ i • ' : •
: ' i = ^ • • -i " ;
SAN DIEGO COUNTY
DEPARTMENTOF SPECIAL DISTRICT SERVICES
DESJGN M/\NUAL ,
APPROVED '^'••^'-'^•<>T
URBAN AREAS OVERLAND TiME
OF FLOW CURVES
DATE Z Jl/l/£Z—\ APOENDIX X-C
;ou;fry OF SAN DIEGO
DEPARTMENT OF SANITATION g.
FLOOD CONTROL 100-YEAR Q-mm pmrnmidii
"20.^ ISOPLUVIALS OF lOO-YEAR G-HOUR
2-5° lo'
33'
PREctrnvsTiori in mnw^ cr AH I;:C!I
I Prtpn
' U.S. DEPARTMEN
.Br,.... . OCEANIC ANO AT.-fPECJAL STUDIES DHANCII, OFFICE OF II
I 116*
COUNTY OF SAH DIEGO
DEPARTMENT OF SANITATION &
FLOOD CONTROL
'•5'
30'
15'
2^^- lo'
33'
'•5'
! U.S. DEPARTMEN
NATIONAL OCKAMC AND AT:
SPECIAL STUDICS UKANCII. OFFICE OF II
100-YEAR 24-IIOl|R PnECIPITATION
'"20-/ISOPLUVIALS OF IQG -YEAR 24-tlQUn
PnECIPITATION IM EMTliS OF AN INCH
30'
-I hf
r OF COMMERCE
USniCNIC AUMINISTRATIOM
UliOLOCY. NATIONAL WEATHER SERVICE
IK I" /|f;« . 0
30' IS) 117' .in« M6-
INTENSrTy-DUKATlli^t.iGN CHART
March 1902
Directions for Application:
1) From precipitation naps detennine 6 hr. and
24 hr. amounts for the selected frequency. j
These maps are printed in the County Hydrolotjy
Manual (10, 50 and 100 yr. maps included in tHe
Design and Procedure Manual). j
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) PlDt 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 /QO yr.
1) Pfi • ^'<S in.. P24= . *P. = S'S V
2) Adjusted *Pg=
3) t^ = min.
4)
24
in.
in/hr.
*Not Applicable to Desert Region
30 40 50 1 APPENDIX XI
IV-A-14
O.P 0 3
—1 I 3 0.4 0506 oe lon-nip ? 4 5
_l L_
.OB 0.1 .2 "T—I—I—r-
.5 .6 ,7 .$ r~\—
1.0
T B IO
_l I I I
ZO
I 30 40 50 eo eo —I I • 1 • • •
—r-
2 —r-
3
-I—r-
4
-I 1—I—I—n—
sere lo 20
-1 1—I—r—
30 40
I
File: S802.WSN SCudy Data: 7-2S-99 Tloa: 20: 6:24
LANS SPACE ENGIHEERINO
Planning - Civil Engineering - Surveying
201 E. Grand Ave., See 2-F
Escondido, California 92025
Telephone (619) 741-2669
W S F C H - CIVILDESIGN Vera 6.1
File: 9602.WSN Srudy Data: 7-26-99 Time: 20: 6:24
WATEH SUEFACE PROFILE LISTING
CAELSBAD MS.98-16
JAMES ORTVE 18" STOKM DHAIN
PASS 1
Dato: 7-26-1999 Time:20: 8:18
Station
L/EleD
.00
2.73
2.73
HYDRAULIC
2.73
1.19
3.92
3.34
7.27
.72
9.99
2.24
12.23
i.ee
14.09
1.S5
15.65
1.27
Invert
Elev
Cb Slope
149.22
.12050
149.5S
JUHP
119.55
.12050
149.69
.12050
150.10
.12050
150.42
.12050
150.69
.12050
150.92
.12050
151.11
.12050
Deptb
(FT)
**«««*««
2.670
2.400
.en
.626
.aci
.933
.972
1.013
Water
Elev
151.890
151.949
150.366
150.521
150.957
151.320
151.627
151.891
152.118
(CFS)
13.6
13.6
13.6
13.6
13. £
13.6
13.6
13.6
13.6
Val Vel 1 Energy | Super | Critical j Plow Top | Height/|Baae Wt| |Ho >.
(FPS) Bead I Grd.El. I Elev | Depth | Width |Dla.-FT|or I.D.| 2L )PrB/Plp
-1- -1- -1- -1- -I- -1- -1- -I- 1.
SF Ave{ EF jSE DpthlFroude NjNora Dp | *N' | | ZR jType Ch
I j «*«««»*** I Kltai**** I I j I I *******
I I I I I I II
7.70 .920 152.810 .00 1.370 .00 1.50 .00 .00 1 .0
-I-
.019441 .05 2.67 .000 .661 .014
I I I I I I i I
7.70 .920 152.868 .00 1.370 .00 1.50
- I-
.00 FIPB
.00 .00 1 .0
13.63 2.959 153.335
I I I II
.00 1.370 1.49 1.50 .00 .00 1
1--1- -I- -I- -1- -I- -1- -I-
.057174 .07 .62 3.004 .661 .014 .00 PIPS
13.5a 2.863 153.384 .00 1.370 1.49 1.50 .00 .00 I
•1-•I-
.00 PIPE .052534 .16 .83 2.920 .661 .014
I II I llll
12.SS 2.603 153.560 .00 1.370 1.48 1.50 .00 .00 1 .0
-I-•I-
.046438 .13 .00 PIPE
12.34 2.366 153.606
-I- ,|. _|.
.041106 .09 .90 2.514
.US 2.711 .661 .014
I IIM
.00 1.370 1.47 1.60 .00 .00 J .0
.661 .014 .00 FIFE
11.77 2.151 153.778 - .00 1.370 1.45 1.50 .00 .00 1 .0
.036437 .00 PIPE .07 .93 2.327 .661 .014
I II I llll
11.22 1.955 153.846 .00 1.370 1.43 1.50 ,00 .00 1 .0
-I-•I- I-
.032346 .05 .97 2.150 .661 .014 .00 PIPE
I II I llll
10.70 1.776 153.896 .00 1.370 1.40 1.50 .00 .00 1 .0
.028786 .04 1.01 1.982 .661 .014 .00 PIPE
W S P G N - CIVILCESIGN Vera 6.1
File: 9802.WSN Study Date: 7-26-99 Time: 20: 6:24
WATER SURFACE PROFILE LISTING
CARLSBAD KS.98-16
JAMES DRIVE 18" STORM DRAIN
FAGS
Date: 7-26-1999 Tiaa:20i 8:20
Station
L/Eleo
16.92
1.03
17.95
.83
18.78
.64
19.41
.42
19.83
20.00
JUHCT OTH
24.00
46.66
70.66
UHCT BTR
74.66
Invert
Elev
Ch Slope
151.26
.12050
151.38
.12050
151.48
.12050
151.56
.12050
151.61
.12050
151.63
.07000
151,91
.00686
152.23
.00750
152.26
Depth
(FT)
**««««««
1.058
238.47 .00700
1.107
1.160
1.218
1.286
1.370
2.402
2.436
2.435
Watar
Elev
152.317
152.490
152.643
152.777
152.896
153.000
154.312
154.666
154.695
Q
(CFS)
13.6
13.6
13.6
12.6
13.6
13.6
8.3
8.3
8.3
Val Vel I Energy | Super | Critical j Flow Top | Belght/1 Base Wt| |Bo Wth
(FPS) Head I Grd.El. I Elev | Depth | Width |Dia.-FTjor I.D.| ZL |Fra/Plp
-1- -I- -1- -I- -I- -I- -I- -1- I-
SP Avej HP |SE Dpth|Froud« NjNom Dp | *N" | |, ZR |Typo Ch
I
10.20 1.616 153.933 .00 1.370
•I-
1.37 1.50
-1-
.00 .00 1
-1-1-
.025711 .00 PIPE .03 1.06 1.821 .661 .014
I II I llll
9.73 1.469 153.959 .00 1.370 1.32 1.50 .00 ,00 1 .0
•I-•I-•I-
.023056 .02 1.11
I I I
9.27 1.336 153.978
1.665
00 1.370
.661 .014
1.26 1.50
.00 PIPE
.00 .00 1
•I-
.661 .014 .00 PIPE .020779 .01 1.16 1.513
I II I llll
8.84 1.214 152.992 .00 1.370 1.17 1.50 .00 .00 1 .0
•t-•I-
.00 PIPE .018899 .01 1.22 1.360 .661 .014
I II I Iill
8.43 1.104 154.000 .00 1.370 1.05 1.50 .00 .00 1 .0
-I- -1- -1- -I- -I- -I- -I- -1- I-
.017503 0.00 1,29 1.198 .661 .014 .00 PIPE
I II I llll
0-03 1.002 1!I4.0Q: .00 1.370 .04 1.50 .00 .00 1 .0
.012081
-I- -I-
.05 1.37 1.000
-I- -1- -I- I-
.014 .00 PIPE
I II I llll
4.69 .342 154.654 .00 1.115 .00 1.50 .00 .00 1 .0
.007223
-I- -I- -I- -I-
.34 2.40 .000 1.268 .014 .00 PIPE
4.69 .342 155.008 .00 1.115 .00 1.50 .00 .00 1
.007223 .03 2.44 .000
4.69 .342 155.037 .00 1.115
,014
.00 1.50
.00 PIPE
.00 .00 1 .0
.007223 1.72 2.43 .000 1.252 .014
I-
.00 PIPE
W S P G N - CIVILDESIGN Vers 6.1
File: 9802.WSN Study Data: 7-26-99 Siaa: 20: 6:24
WATER SURFACE PROFILE LISTING
CARLSBAD MS.98-16
JAMES DRIVE 18' STORM DRAIN
PAGE 3
Data: 7-26-1999 T1IM:20: 8:23
**i^HIRi*ik****«*«««********«*****ft*«»«*«*»«.«*«**M***«*««*******a«*ii*i>*******«**************"****************************«****a*^
1 Invert | Depth | Water | Q | Vel Vel | Energy | Super | Critical | Flow Top | Height/1 Baae Wt| |No Wth
Station 1 Elev | (FT) j Elev | (CFS) | (FPS) Head | Grd.El. j Elev ) Depth | Width |Dla.-FT|or I.D.j ZL |Pr»/Plp
L/ElBB
***««*»»*
Ch Slope
********
III SF Ave
!*«**«*«*a 1*******1 ********
llll
HF 1
1
SE Dpth 1 Froude N|Nom Dp |
*******!********!**»**«*«1
•H"
*******
1
*******
1 1
ZR
*****
jTypa Ch
1 *******
313.13 153.93
llll
2.505 156.435 8.3 4.69 .342
1
156.776
1
.00
1
1.115
1
.00
1
1.50
1 1
.00 .00 1 .0
JUNCT STR .00750 .004843
llll
.02
1
2.50
1
.000
1 1
.014
1 1 1
.00 PIPS
317.13 153.96
llll
2.944 156.904 4.8 2.74 .116
1
157.021
1
.00
1
.846
i
.00
1
1.50
1 1
.00 .00 1 .0
37.00 .00676 .002462 .09
1
2.94
1
.000
1
.841
1
.014
1 1 1
.00 FIPB
354.13 154.21
llll
2.791 157.001 4.8 2.74 .116
1
157.118
1
.00
1
.846
1
.00
1
1.50
1 1
.00 .00 1 .0
JUNCT STR .00750 .001539 .01
1
2.79
1
.000
1 1
.014
1 1 1
.00 PIPE
358.13 154.24 2.942 157.182 2.4 1.37 .029
1
157.211
1
.00
1
.589
1
.00
1
1.50
1 1
.00 .00 1 .0
1 _ ^'-'—1-.-^
CUI tASi s«AHj AVE.. SUITE c-f. ESCOWIOa CA 32025
PHONE (6191 741-2689 CALCULATED BY.
CHECKED BY
SCALE
QF
DATE-
DATE.
i33diS N0S1IM
K1
to
CO
o
^ 4