HomeMy WebLinkAboutCDP 14-05; TIERRA DEL ORO RESIDENCE; DRAINAGE REPORT; DWG 487-2A; 2015-05-05I
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COFFEY ENGINEERING INC.
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Drainage Report
Tierra Del Oro Residence ...
5039 Tierra Del Oro
Carlsbad, CA 92008
Prepared For:
Tierra Del Oro, LLC
And
The City of Carlsbad
RECEIVED
MayOS,2015
MAY O 7 2015
LAND DEVELOPMENT
ENGINEERING
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10660SCRIPPS RANCH BLVD, SUITE 102 SAN DIEGO, CA 92131 PHONE: (858) 831-0111 FA)C: (858) 831-0179
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Table of Contents
1. Summary and Current Conditions ..................................................................................................... 3
• 2. Proposed Project ................................................................................................................................ 3
3. Purpose and Scope of Report ............................................................................................................ 3
4. Method of Calculations ................................................................................................................. 4, 5
5. Results and Conclusions .................................................................................................................... 5
6. Declaration of Responsible Charge ................................................................................................... 6
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Appendix
• Assessor Parcel Map-Map 3052 Tierra Del Oro.
• Drainage Map 'A' -Existing Conditions Basins X and Y
• Drainage Map 'B' -Proposed Conditions Basins A, B, C, D
• Table 'A' -Time of Concentration Flow Conditions
• Table 'B' -Hydraulics Proposed Structures
• Flow Evaluation Data -Sections -• Soil Hydrology Groups
• Table 3-1 -Runoff Coefficients for Urban Areas
• Figure 3-1-Intensity-Duration Design Chart
• 100-year, 6-hour Isopluvial map
• 100-year, 24-hour Isopluvial map
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1. Summary and Current Conditions
The 0.57-acre site, Lot 8 of Map 3052, is located at the south end of Tierra del Oro in the City of
Carlsbad, and currently contains a single family residence. The site slopes an average of27% from
Tierra Del Oro Street to a rock revetment along the beach. The majority of storm water runoff
travels via sheet flow from east to west over the sloping terrain. A rock-lined swale that runs along
the bluff collects and discharges run-off over the rip-rap/revetment on the beach, and only a small
portion of runoff from the site discharges to the street. Refer to Drainage Map 'A', attached, for
current conditions.
2. Proposed Project
Proposed is a major remodel of the existing single family residence, a new driveway from Tierra
Del Oro, and a rear patio with pool deck area. Refer to Drainage Map 'B ', attached, for proposed
conditions. Runoff will be collected in a sump-pump and discharged to the street with a D-25 curb
outlet. Refer to (post construction) Exhibit 'B'
3. Purpose and Scope of Report
This report evaluates the adequacy of the proposed drainage features at the finished site in the
event of 100-year time-of-concentration flow conditions, analyzing
a.) Flow characteristics of proposed drain lines, channels, and other features .
Evaluations
The following flows will be evaluated for the purposes of this report (refer to Drainage Map 'B' for
flow area and Flow Evaluation Data for the Sections):
1.) Street D-25 curb outlet discharge-Section I.D. NO. A.l+B.
2.) Lower pad discharge -6" PVC @1 % Section I.D. NO. B.1 +B.2
3.) Sump-Pump drains -6" PVC @1 % and 8'.'PVC @1 % Sections I.D. No. A.1 and B
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4. Method of Calculations
The Rational Method, as defined by the County of San Diego Hydrology Manual (2003), will be
used to calculate storm water flow rates. Where noted, the following calculations were used to
determine flow properties:
Rainfall Characteristics
Q = C * · I * A, where
Q = Flow rate (ft3/sec)
C = Runoff coefficient
I= Rainfall intensity (in/hr)
A = Area (acres)
I= 7.44 * P6 * n-0·645, where
I = Rainfall intensity (in/hr)
P6 = Adjusted 6-hour precipitation (inches)
D = Storm duration (min), equal to Tc for time-of-concentration storms
Tc= Ti+Tt+Tp (time-of-concentration), where
Ti=Over land initial time .
Tt=Travel time on natural watersheds.
Tp=Travel time on drainage structures (pipes, brow ditch, gutter etc.)
Ti= 1.8(1.1-C) D0·50 /( s033 ) (Overland initial time of concentration formula),where
D= Watercourse Distance (feet)(see table 3-2 for the max. overland flow length)
s =Slope(%)
C= Runoff Coefficient
Ti=Initial time of concentration (min.)
Tt = (l 1.9*L3 I ~H)°-385 ( formula for travel time for natural watersheds), where
Tc= Time of Concentration or Travel time (hours)
L = Length of watercourse (miles)
~H = Change in effective slope height (ft)
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Pipe and Open Channel Flow Characteristics
V = 1/n * R213 * S112 (from Manning), where
V = Average cross-sectional velocity (ft/sec)
n = Manning roughness coefficient
R = Hydraulic radius (ft)
S = Slope of water surface (ft height/ft length)
p/y + V2/2g + z1 + h1 = p/y + V2/2g + z2 (from Bernoulli), where
p = pressure (lbs/ft2)
y = density (lbs/ft3)
V = velocity (ft/sec)
g = gravity (ft/sec/sec)
z = height of fluid (ft)
h1 = head loss (ft)
5. Results and Conclusions
The study concludes that the proposed drainage lines, and structures, as designed and incorporated
into the grading permit set, are adequate to handle flows in the event of a 100-year-storm. (See
'Flow Evaluation Data', attached) .
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6. Declaration of Responsible Charge
I hereby declare that I am the Civil Engineer of work for this project, that I have exercised
responsible charge over the design of the project as defined in section 6703 of the business and
professions code, and that the design is consistent with current design.
I understand that the check of project drawings and specifications by the City of Carlsbad is
confined to a review only and does not relieve me, as Engineer of Work, of my responsibilities for
project design.
John S. Co e
RCE 62716
Exp. 06-30-16
Appendix
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I !E COFFEY ENG INEERING, INC.
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DRAINAGE MAP :A'
5039 TIERRA DEL ORO
EXISTING CONDITIONS
SCALE: 1 "=30'
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____ _J
I !is COFFEY ENGINEERING, INC.
-1
DRAINAGE MAP 'B'-A
5039 TIERRA DEL ORO
EXISTING CONDITIONS
SCALE: 1 "=30'
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___ __J
~ COFFEY ENGINEERING, INC.
-1
DRAINAGE MAP '8'-8
5039 TIERRA DEL ORO
EXISTING CONDITIONS
SCALE: 1 "=30'
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SE COFFEY ENGINEERING, INC.
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DRAINAGE MAP'B' -C-D
5039 TIERRA DEL ORO
EXISTING CONDITIONS
SCALE: 1 "=30'
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Table A -Time of Concentration Flow Characteristics
Natural Watercouse Urban Overland Flow Pipe Flow Summary p6 = 2.50
Natural Urban (5 min minimum)
Change in watercouse watercourse Runoff Overland Average Pipe travel Total time-of-Rainfall Basin
Watercourse Elevation, H duration, Dn distance, Ti Watercourse Coefficient, Flow Time, Pipe Length, velocity, V time, TP concentration, Tc Intensity, I Area,A
Flow ID (Nodes) distance, L (ft) (ft) (min) (ft) (SLM) slope, s (%) C Tt(min) L0 (ft) (fps) (min) (min) (in/hr) (acres) Q(cfs)
X.1 0.00 0 0.00 0.65 5.00 0.00 5.00 6.59 0.038 0.16
Y.1 0.00 0 0.00 0.77 5.00 0.00 5.00 6.59 0.256 1.30 -··-··-··-·-··-··-·-··-··· ···-··-·· !-··-··-·· -··-··-·· -··-··-· -··-··-·-··-·· ··-··-· -··-··-··-··-··-··-·-··-·· -··-·· -··-·· A.1 0 0 0.00 0 0.00 0.87 0.00 0.00 5.00 6.59 0.060 0.34
B.1 0 0 0.00 0 0.00 a.so 0.00 0.00 5.00 6.59 0.043 0.23
B.2 0 0 0.00 0 0.00 0.82 0.00 0.00 5.00 6.59 0.039 0.21
B.l+B.2 0 0 0.00 0 0.00 0.80 0.00 0.00 5.00 6.59 0.082 0.43
B.3 0 0 0.00 0 0.00 0.80 0.00 0.00 5.00 6.59 0.069 0.36
B=B.1+B2+B.3 0 0 0.00 0 0.00 0.81 0.00 0.00 5.00 6.59 0.151 0.81
A.l+B 0 0 0.00 0 0.00 0.83 0.00 0.00 5.00 6.59 0.211 1.15
C.1 0 0 0.00 0 0.00 0.43 0.00 0.00 5.00 6.59 0.044 0.12
D.1 0 0 0.00 0 0.00 0.65 0.00 0.00 5.00 6.59 0.038 0.16
0 0 0.00 0 0.00 0.00 0.00 5.00 6.59 o.oo
0 0 0.00 0 0.00 0.00 0.00 5.00 0.20 o.oo
0 0 0.00 0 0.00 0.00 0.00 5.00 6.59 o.oo
0 0 0.00 0 0.00 0.00 0.00 5.00 6.59 0.00
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Table B -Hydraulics of Proposed Structures
Pipe Channel Design Top
Flow ID Flow Description Size Slope n Bottom Lt side Rt side Slope n Q Depth Vel width
X.l (E)TO STREET 0.16
V.l (E)TO OCEAN 1.30
A.l 6"pvc@ 1% 0.34 0.28 2.99
B.l 6"PVC@ 1% 0.23 0.22 2.72
8.2 0.21
B.l+B.2 6"PVC@1% 0.43 0.33 3.lS
B.3 6"PVC@ 1% 0.36 0.29 3.03
B=B.l+B2+B.3 8"PVC@1% 0.81 0.40 3.71
A.l+B D-25 CURB OUTLET 1.15 0.12 3.19 3
C.l (P)TO OCEAN 0.12
D.l (P)TO STREET 0.16
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·• Flow Evaluation Data
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SECTION A.1 -6" PVC @1%
(1) Diameter (inches) ... 6 . (2) Mannings n ....... .013
(3) slope (ft/ft) ....... .0100 (4) Q (cfs) .......... 0.34
(5) depth (ft) .......... 0.28 (6) depth/Diameter... 0.56
Velocity (fps) ...... 2.99 Velocity Head .... 0.14
Area (Sq. Ft.) ...... 0.11
Critical Depth ...... 0.30 Critical Slope ... 0.0085
Critical Velocity ... 2.81 Froude Number.... 1.10
DATE: 05-05-2015
TIME: 12:33:41
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SECTION B.1 -6" PVC @1%
(1) Diameter (inches) ... 6. (2) Mannings n ....... .013
(3) slope (ft/ft) ....... .0100 (4) Q (cfs) .......... 0.23
(5) depth (ft).......... 0.22 (6) depth/Diameter... 0.45
Velocity (fps) ...... 2.72 Velocity Head .... 0.11
Area (Sq. Ft.) ...... 0.08
Critical Depth ...... 0.24 Critical Slope ... 0.0076
Critical Velocity ... 2.46 Froude Number .... 1.16
DATE: 05-05-2015
TIME: 12:36:53
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SECTION B.l+B.2 -6" PVC @1%
(1) Diameter (inches) ... 6. (2) Mannings n ....... .013
(3) slope (ft/ft) ....... .0100 (4) Q (cfs) .......... 0.43
(5) depth (ft) .......... 0.33 (6) depth/Diameter... 0.66
Velocity (fps) ...... 3.15 Velocity Head .... 0.15
Area (Sq. Ft.) ...... 0.14
Critical Depth ...... 0.33 Critical Slope ... 0.0095
Critical Velocity ... 3.09 Froude Number .... 1.03
DATE: 05-05-2015
TIME: 12:39:05
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SECTION B.3 -6" PVC @1%
(1) Diameter (inches) ... 6. (2) Mannings n ....... .013
(3) slope (ft/ft) ....... .0100 (4) Q (cfs) .......... 0.36
(5) depth (ft).......... 0.29 (6) depth/Diameter... 0.58
Velocity (fps) ...... 3.03 Velocity Head .... 0.14
Area (Sq. Ft.) ...... 0.12
Critical Depth ...... 0.30 Critical Slope ... 0.0087
Critical Velocity ... 2.88 Froude Number.... 1.09
DATE: 05-05-2015
TIME: 12:40:23
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SECTION B= B.1+8.2+8.3 -8" PVC @1%
(1) Diameter (inches) ... 8. (2) Mannings n ....... .013
(3) slope (ft/ft) ....... .0100 (4) Q (cfs) .......... 0.81
(5) depth (ft) .......... 0.40 (6) depth/Diameter... 0.60
Velocity (fps) ...... 3.71 Velocity Head .... 0.21
Area (Sq. Ft.) ...... 0.22
Critical Depth ...... 0.43 Critical Slope .:. 0.0083
Critical Velocity ... 3.44 Froude Number.... 1.13
DATE: 05-05-2015
TIME: 12:41:16
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SECTION A.1+8 -D-25 CURB OUTLET
(1) INVERT WIDTH (feet)... 3.00 (2) Mannings n ....... .013
(3) SLOPE (ft/ft) ......... .0150 (4) Q (cfs) .......... 1.15
(5) LEFT SIDE (6) RIGHT SIDE
SLOPE (X to 1) ........ 0.00 SLOPE (X to 1) ... 0.00
(7) DEPTH (ft) ............ 0.12 TOP WIDTH (FT) ... 3.00
VELOCITY (fps) ........ 3.19 VEL. HEAD (ft) ... 0.16
AREA (sq. ft) ......... 0.36 P + M (pounds) ... 8
CRITICAL DEPTH ........ 0.17 CRITICAL SLOPE ... 0.0051
CRITICAL VELOCITY..... 2.31 FROUDE NUMBER.... 1.63
DATE: 05-05-2015
TIME: 12:43:03
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San Diego County Hydrology Manual
Date: June 2003
Table 3-1
Section:
Page:
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use I Runoff Coefficient "C"
NRCS Elements Coun Elements %IMPER. A
Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25
Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32
Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38
Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41
Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45
Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51
Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54
Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58
High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67
High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77
Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77
Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80
Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84
Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84
Commercial/Industrial (General I.) General Industrial 95 0.87 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
3
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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 runoff coefficient as described in Section 3 .1.2 (representing the pervious runoff
coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the 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
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D = Duration (min)
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Intensity-Duration Design Chart • Template
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Directions for Application:
(1) From precipitation maps determine 6 hr and 24 hr amounts
for the selected frequency. These maps are included 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 (not
applicaple to Desert).
(3) Plot 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.
Appllcatlon Form:
(a) Selected frequency I 00 year
(b} P6 = ;). -~ in., P24 = _±
(c) Adjusted p6<2> = (l..,5 in.
(d) tx = ~ min.
(e} I= ft -5'-/in./hr .
P5 -03 %(2) 'Pz4--~--
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
PS--_ J 5 5.5 &
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