HomeMy WebLinkAboutCT 03-04; Highland Drive Subdivision; Hydraulics and Hydrology Report for Highland Dr Sub; 2004-11-29HYDRAULICS AND
HYDROLOGY REPORT
FOR
A& A DEVELOPMENT
2009 VIA TECA
SAN CLEMENTE, CA 92673
PROJECT
HIGHLAND DRIVE SUBDIVISION
CT 03-04
PREPARED BY:
Aquaterra Engineering Inc.
1843 Campesino Place
Oceanside, CA 92054
tele: 760-439-2802
fax: 760-439-2866
Prep
November 29, 2004
er the supervision of:
£-^
Gary Lipsfca, RCE 23080
Exp. 12/31/05
Date
Hydrology & Hydraulics Report
City of Carlsbad
This Hydraulics and Hydrology Report was prepared using the following
Manuals:
Hydrology Manual. County of San Diego
Drainage of Highway Pavements. U.S. Dept. of Transportation
The Rational Method was used to determine the 100 yr. storm Q values.
The Rational Method uses the following formula to establish the flow:
Q = CIA
where,
Q = the peak runoff in cubic feet per second
C = Runoff coefficient representing the ratio of runoff to
rainfall
I = time average intensity in inches per hour
A = Area of the subbasin in acres
HYDROLOGY REPORT
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San Diego County Hydrology Manual
Date: June 2003
Section:
Page:
3
6 of 26
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use
. NRCS Elements
Undisturbed Natural Terrain (Natural)
Low Density Residential (LDR)
Low Density Residential (LDR)
Low Density Residential (LDR)
Medium Density Residential JMDR)
Medium Density Residential (MDR)
Medium Density Residential (MDR)
Medium Density Residential (MDR)
High Density Residential (HDR)
High Density Residential (HDR)
Commercial/Industrial (N. Cora)
Commercial/Industrial (G. Com)
Commercial/Industrial (O.P. Com)
Commercial/Industrial (Limited I.)
CommercialAndustrial (General I.)
County Elements
Permanent 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
Neighborhood Commercial
General Commercial
Office Professional/Commercial
Limited Industrial
General Industrial
Runoff Coefficient "C"
Soil Type
% IMPER.
0*
10
20
25
30
40
45
50
65
80
80
85
90
90
95
A
0.20
0.27
0.34
0.38
.fl.41 .
0.48
0.52
0.55
0.66
0.76
• 0.76
0.80
0.83
0.83
0.87
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
C
. 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
D
0.35
0.41
0.46
0.49
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 the
coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity.
is located in Cleveland National Forest).
DU/A = dwelling units per acre
NRCS = National Resources Conservation Service
runoff coefficient as described in Section 3.1.2 (representing the pervious runoff
Justification must be given that the area will remain natural forever (e.g., the area
3-6
San Diego County Hydrology Manual
Date: June 2003
Section:
Page:
3
12 of 26
Note that the Initial Time of Concentration should be reflective of the general land-use at Ihe
upstream end of a drainage basin. A single lot with an area of two or less acres does not have
a significant effect where the drainage basin area is 20 to 600 acres. \-
Table 3-2 provides limits of the length ^Maximum Length (LM)) of sheet flow to be used in
hydrology studies. Initial Tj values based on average C values for the Land Use Element are
also included. These values can be used in planning and design applications as described
below. Exceptions may be approved by the "Regulating Agency" when submitted with a
detailed study.
Table 3-2
MAXIMUM OVERLAND FLOW LENGTH (LM)
& INITIAL TIME OF CONCENTRATION (TO
/"
Element*
Natural
LDR
LDR
LDR
MDR
MDR
MDR
MDR
HDR
HDR
N. Com
G. Com ,
O.P./Com
Limited I.
General I.
DU/
Acre
J I
2
2.9
4.3
7.3
10.9
14.5
24
43
.5%
LM
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
Ts
13.2
12.2
11.3
10.7
10.2
9.2
8.7
8.2
6.7
5.3
5.3
4.7
4.2
4.2
3.7
1%
LM
70
70
70
70
70
65
65
65
65
65
60
60
60
60
60
Ti
12.5
11.5
10.5
10.0
9.6
8.4
7.9
7.4
6.1
4.7
4.5
4.1
3.7
3.7
3.2
2%
LM
85
85
85
85
80
80
80
80
75
75
75
75
70
70
70
Ti
10.9
10.0
9.2
8.8
8.1
7.4
6.9
6.5
5.1
4.0
4.0
3.6
3.1
3.1
2.7
3%
LM
100
100
100
95
95
95
90
90
90
85
85
85
80
80
80
Ti
10.3
9.5
8.8
8.1
7.8
7.0
6.4
6.0
4.9
3.8
3.8
3.4
2.9
2.9
2.6
5%
LM
100
100
100
100
100
100
100
100
95
95
95
90
90
90
90
T;
8.7
8.0
7.4
7.0
6.7
6.0
5.7
5.4
4.3
3.4
3.4
2.9
2.6
2.6
2.3
10%
LM
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
T;
6.9
6.4
5.8
5.6
5.3
4.8
4.5
4.3
3.5
2.7
2.7
2.4
2.2
2.2
1.9
k *SeeTable 3-1 Jormore detailed description
3-12
EQUATION
AE
Feet
.5000
.4000
.3000
-2000
-1000-900
^800
-•TOO
Tc
Tc
L
• 500"\
.400
.300
-200
100
Time of concentration (houis)
Watercourse Distance (mites)
Change in elevation along
effective slope Hn& (See Rgure 3-5)(feet)
Tc
Hours Minutes
-240
-180
-120
•100
.90
-80
.70
-60
-50\
»
— 50
.40
• 30
.20
— 10
0.5 •
AE
SOURCE: California Division of Highways (1941) and Kirpich (1940)
Feet
4000
3000
.2000
—1800
— 1600
1400
1—1200
.1000
— 900
— 700
— 600
-500
—400
—300
— 200
\ r-\\\
— 40
— 30
-20
18
16
14
12
10
9
8
—6
c
Nomograph for Determination of
Time of Concentration (To) or Travel Time (Tt) for Natural Watersheds
FIGURE
3-4
)
QUADRANGLE
2000'
TABLE 11.--INTERPRETATIONS FOR LAND MANAGEMENT--Continued
Map
symbol
LfE
LpB
LpC
LpC2
LpD2
LpE2
LrE
LrE2
LrG
LsE
LsF
Lu
LvF3
Md
MIC
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, 2 to 5 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:
^liliaii.lifliaillYnrV^Tf'ffjiSSBl^T 9 to 30 percent slopes
Mecca coarse sandy loam, 0 to 2 percent slopes
4ottsville loamy coarse sand, wet, 0 to 2 percent
slopes.
Olivenhain-Urban land 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,
'lacentia 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— J
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 1
Moderate 1
Moderate 1 —
Moderate 2 —
Severe 16
Severe 2
"Severe T6
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. 4/
Slight. 4_/
Slight.
Slight.
Moderate .
Slight.
Slight.
Slight.
Slight.
Slight.
Slight.
See footnotes at end of table.
HYDRAULIC REPORT
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GUTTER AND ROADWAY
DISCHARGE-VELOCITY CHART
70A
4.
Depth of gutter flow calculation.
Inlet calculations.
Show gutter flow Q, inlet Q, and bypass Q on a plan of the street
Storm Drain Pipes and Open Channels - provide:
1) Hydraulic loss calculations for: entrance, friction, junction, access holes,
bends, angles, reduction and enlargement.
2) Analyze existing conditions upstream and downstream from proposed system,
to be determined by the City Engineer on a case-by-case basis.
3) Calculate critical depth and normal depth for open channel flow conditions.
4) Design for non-silting velocity of 4 FPS in a two-year frequency storm unless
otherwise approved by the City Engineer.
5) All pipes and outlets shall show HGL, velocity and Q value(s) for which the
storm drain is designed to discharge.
6) Confluence angles shall be maintained between 45° and 90° from the main
upstream flow. Flows shall not oppose main line flows.
INLETS
A.Curb inlets at a sump condition should be designated for two CFS per lineal foot of
opening when heKJw^irmay"ll8irS^e't6ip:'of curb: «~~~-~-.
B. Curb inlets on a continuous grade should be designed based on the following*,. —taf .-.-.y-j.^..^---3.fn-rnre ****.s VAgaM^«wH-J*»^*»^..fc.*i-«aii^^ •"mwm*i*mtm.»mim .rn'rimitminiiaimu MimuMnifcHiiimiam.i\«*m*mwu*im* HI ' MMII m*vrm-*m*timmmu \irnn «m i'i mifn ii»a»**t-
equation:
Q = 0.7 L (a + y)*2
Where: y = depth of flow in approach gutter in feet
a = depth of depression of flow line at inlet in feet
L = length of clear opening in feet (maximum 30 feet)
Q = flow in CFS, use 50-year design storm minimum
C. Grated inlets should be avoided when possible. When necessary, the design
should be based on the Bureau of Public Roads Nomographs (now known as the
Federal Highway Administration). All grated inlets shall be bicycle proof.
D. All catch basins shall have an access hole in the top unless access through the
grate section satisfactory to the City Engineer is provided.
E. Catch basins/curb inlets shall be located so as to eliminate, whenever possible,
cross gutters. Catch basins/curb inlets shall not be located within 5' of any curb
return or driveway.
19
WATER QUALITY CALCULATIONS
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