HomeMy WebLinkAboutPD 2019-0012; BLOCK RESIDENCE; DRAINAGE STUDY; 2020-10-23Drainage Study RECORD COPY Block (Ward) Residence
3291 Highland Drive Carlsbad, CA
-
26
92008 Initial Date
Date Prepared:
September 23, 2020
Prepared for:
Brett & Amy Ward
7043 Whitewater Street
Carlsbad, CA. 92011
DWG#: 519-7A
GR 2019-0031
iJiti) W LI A LI
Prepared By:
Omega Engineering Consultants
4340 Viewridge Ave, Suite B
San Diego, CA 92123
Ph: (858) 634-8620
F(TVED
OCT 092020
LAND DEVELOPMENT
ENGINEERING
Declaration of Responsible Charge:
I hereby declare that I am the 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 standards. I understand that the check of the
project drawings and specifications by the City of Carlsbad is confined to a review only and does
not relieve me, as an engineer of work, of my responsibilities for project design.
DE
U No.83583 II "
.tx'\ Exp. 3-31-21 JI Patric T. de Boer RCE 83583
Registration Expires 3-31-2021
Omega Engineering Drainage Study Consultants Block (Ward) Residence
Table of Contents
Site& Project Description ....................................................................................................... 1
Methodology............................................................................................................................2
ExistingConditions.................................................................................................................2
DevelopedConditions .............................................................................................................3
ExistingRunoff Analysis.........................................................................................................3
ProposedRunoff Analysis ........................................................................................................ 4
Resultsand Conclusions..........................................................................................................4
Weighted"C" Values ................................................................................................................ 5
85' Percentile Hydrology ........................................................................................................6
100-Year Hydrology Flows.......................................................................................................7
Site Vicinity Map (Figure 1).....................................................................................................9
Existing Hydrology Exhibit (Figure 2) .................................................................................10
Proposed Hydrology Exhibit (Figure 3) ................................................................................11
Proposed Site Exhibit (Figure 4)............................................................................................12
ConduitSizing........................................................................................................................13
AutodeskSSA Pump Analysis ................................................................................................14
Appendices
Soil Hydrologic Group Map ....................................................................................Appendix 1
100-yr 6-hr Storm Isopluvial Map ...........................................................................Appendix 2
100-yr 24-hr Storm Isopluvial Map .......................................................................... Appendix 3
Intensity-Duration Design Chart ...........................................................................Appendix 4
Runoff Coefficient Chart.........................................................................................Appendix 5
Time of Concentration Charts................................................................................Appendix 6
ReferenceDrawings................................................................................................Appendix 7
Oniega Engineering Drainage Study
Consultants Block (Ward) Residence
Site & Project Description
The project sits on a 0.51 acre parcel located at 3291 Highland Drive. The existing site consists of a
one-story single-family residence and other improvements. The site slopes to the west with
elevations ranging from approximately 156 feet at the west to approximately 171 feet at the easterly
side of the property.
In the proposed condition, the project will remodel the existing single family home as well as
laterally expanding it to the south-west. The project will include a swimming pool and a spa in the
backyard.
The project proposes to eliminate the discharge of runoff to the backyard of the westerly neighbor.
This will be accomplished by collecting the runoff at a low point of the site , and using a pump
system to convey the runoff uphill to Highland Drive. As this is a diversion of flow, this report
includes calculations indicating that the existing public storm drain system has sufficient capacity to
handle the increased flow that will be introduced to Highland Drive.
Figure 1. Offsitc Flow Path Exibit
PROP. OFFS
SD /FLOW PATH
r
PA
I I
- ----------------J--------L
---L
-
McKINLEY ST.
The existing offsitc flowpath between the site and the point of discharge will see a decrease in 100-
yr flow, while the existing public 12" storm drain and V- ditch will experience an increase. This
increase in flow will not overcapacitate these conveyances as is shown in the hydraulics calculations
included in this report. The 100-ye2r flow downstream of the point of discharge will see a decrease
in 100 year flow. See 'Proposed Analysis' section of this report. See Figure 2 for the existing
drainage conditions and Figure 3 for the proposed drainage conditions.
PROP. O1SflE
-.------------ 110w
PATH
-
McKINLEY ST.
Omega Fngineering Drainage Study
Consultants Block (Ward) Residence
itc & Project Desctiption
The project sits on a 0.51 acre parcel located at 3291 Highland Drive. The existing site consists of a
one-story single-family residence and other improvements. The site slopes to the west with
elevations ranging from approximately 156 feet at the \vCst to approximately 171 feet at the easterly
side of the property.
In the proposed condition, the project will remodel the existing single family home as well as
laterally expanding it to the south-west. The pr03cct will include a swimming pool and a spa in the
backyard.
The project proposes to eliminate the discharge of runoff to the backyard of the westerly neighbor.
This will be accomplished by collecting the runoff at a low point of the site , and ushig a pump
system to convey the runoff uphill to Highland Dove. As this is a diversion of flow, this report
includes calculations indicating that the existing public storm drain system has sufficient capacity to
handle the increased flow that will be introduced to Highland Drive.
Figure 1. Offsite Flow Path Exihit
The existing offsite fiowpath between the site and the point of discharge will see a decrease in 100-
yr flow, while the existing public 12" storm drain and V- ditch will experience an increase. This
increase in flow will not overcapacitate these conveyances as is shown in the hydraulics calculations
included in this report. The 100-year flow downstream of the point of discharge will see a decrease
in 100 year flow. See 'Proposed Analysis' section of this report. See Figure 2 for the existing
drainage conditions and Figure 3 for the proposed drainage conditions.
Omega Engineering Drainage Study
Consultants Block (Ward) Residence
S
Methodology
This drainage report has been prepared in accordance with current County of San Diego
regulations and procedures. The Modified Rational Method was used to compute the anticipated
peak runoff flowrates for the existing and proposed conditions. RatHydro was used to generate a
hydrograph from the Rational Method results for the basin tributary to the proposed pump system.
This hydrograph was routed through a modeled storage element and pump in Autodesk Storm &
Sanitary Analysis, a hydraulic modeling program based on EPA SWMM.
The resulting peak flowrate from the curb outlet was input back into the Rational Method
calculations and confluenced with the other basins. Although pump discharge is intermittent, for
conservative purposes the pumps' peak flow rates were used in confluence calculations. Flow
confluencing was calculated through addition of flows with no flow reduction for further
conservative purposes.
The flow rate in the existing 12" storm drain on Highland Drive was taken from the reference
drawings located in Appendix 7, referred to as offsite basins "OFF-I" within Table 3 calculations.
Basins 1 and 2 were determined by examining the overland flow paths of the surrounding
neighborhood, as well as points where the flow entered the public storm drain system. Each basin's
flow transition into a pipe or channel has been marked with a nodal number, corresponding to
Table 3. Travel times for the basins were based upon a model of assumed berm-side flow, 4" in
depth at an average street slope of 0.75%. For conservative purposes, all basin time of
concentrations were decreased to the minimum of five minutes, thus maximizing basin discharge.
S Rational Method
Q=CIA
Where:
Q=peak discharge, in cubic feet per second (cfs)
Crunoff coefficient, proportion of the rainfall that runs off the surface (no units)
(0.90*(% impervious)+Cp*(1% Impervious)) page 3-5, County Hydrology Manual
I =average rainfall intensity for a duration equal to the Tc for the area, (in/hr)
= 7.44*P6*Tc 4645)
A = drainage area contributing to the design location, in acres
Cp= Pervious Coefficient Runoff Value, County of San Diego Hydrology Manual
minimum of 0.35
T= 1.8*(I.1C)*(D2
O33
S= Slope of drainage course
D=Water course distance
The following references have been used in preparation of this report:
Handbook of Hydraulics, E.F. Brater & H.W. King, 6th Ed., 1976.
Modern Sewer Design, American Iron & Steel Institute, 1st Ed., 1980.
County of San Diego Hydrology Manual, 2003
2
Omega Engineering Drainage Study
Consultants Block (Ward) Residence
S
Existing Conditions
The existing site is the location of a single family residence. The ground cover consists of several
trees, native brush, brick payers, and bare dirt. The site drains via overland flow to the southwest at
a 9% slope to the adjacent property.
The site receives runoff from a small sliver of land between the easterly property line and the
existing AC berm along Highland Drive.
Proposed Conditions
The proposed project will increase the footprint of the existing residence. The proposed
improvements include an attached garage, new driveway, swimming pool and a retaining wall to
allow for a flat backyard. The project will be built with a private storm drain system to convey
runoff to a storm drain lift station and then to a curb outlet on Highland Drive.
The site will drain to the western corner of the lot at a slope varying from 33% in the front of the
house to 2% in the backyard. Runoff will drain into a 48" round fiberglass pump vault that is 8 feet
deep. The lift station contains two Liberty FL70 Effluent pumps, mamfolded into a single 3"
schedule 40 PVC forcemain that discharges to a 3-foot wide curb outlet in the right-of-way on
Highland Drive.
Flow from the curb outlet will be conveyed to the adjacent existing Type B concrete inlet which is
connected to a 12-inch public storm drain.
These conditions will constitute a necessary flow diversion. The diversion is necessary to eliminate
cross lot drainage and flooding of the neighboring lot. The public storm drain system will
experience an increase in flow, however, the calculations provided in this report indicate that the
existing system can accommodate the added flow.
Existing Runoff Analysis
The Modified Rational Method was used for calculating existing peak flow rates for the 100-year; 6-
hour storm. This analysis includes large portions of offsite to establish the current demand on the
public storm drain system.
The Soil Hydrologic Groups Map from the San Diego Hydrology Manual reflects Group B soil
(soil map in Appendix 1).
For both basins, a value of 0.45 was used. This value was taken from Table 3-1 of the County of
San Diego Hydrology Manual for a land use element of Medium Density Residential.
S
Omega Engineering Drainage Study
Consultants Block (Ward) Residence
Below is a summary of the basin input data:
I Area Runoff Intensity Slope Basin # (ac) Coefficient, C T (mm) (in/hr) Q (cfs)
E-1 0.70 0.45 5.0 6.85 8.7% 2.16
E-2 2.53 0.45 5.0 6.85 1 5.2% 1 7.80 I
Both existing basins confluence at an offsite point at the the intersection of Basswood Ave and
McKinley Street. The confluenced peak flowrate for the 100-year; 6-hr storm at this point is 12.36
cfs. See the attached calculations on Table 3 for details.
Proposed Runoff Analysis
The Modified Rational Method was used for calculating proposed peak flow rates for the 100-year;
6-hour storm. Analysis of the proposed conditions includes two offsite drainage areas (A-I & A-2)
and one onsite area (A-3).
RatHydro was used to generate a hydrograph for the flow generated by A-3. This hydrograph was
imported into Autodesk Storm and Sanitary Analysis, a hydrology and hydraulics program based on
EPA SWMM. The hydrograph was run through a model of the proposed lift station and force main
pipe. The resulting peak flowrate was brought back in to the Modified Rational Method calculations
and confluenced with the flow generated by the two offsite basins. For conservative purposes,
confluence flows were again calculated through addition of flows with no flow reduction, and times
5 of concentration were minimized to five minutes in order to maximize basin discharge.
Below is a summary of the basin input data:
Basin # Area (ac) Runoff Coefficient, C Intensity (in/hr) Slope % Qioo (cfs)
A-1 0.69 0.45 6.85 8.7% 2.13
A-2 1.96 0.45 6.85 5.2% 6.04
A-3 0.56 0.49 6.85 5.0% 0.20*
*Note: Flow from basin A-3 is regulated by the pump system.
The pump discharge will increase the runoff to the 12" storm drain in Highland Drive by 0.20 cfs.
The conduit sizing calculations included in this report show that even with the added flow, the 12"
pipe will have a flow depth/diameter ratio of 0.36, and the 18" circular ditch will have a flow
depth/diameter ratio of 0.28. Runoff to the westerly neighbor's back yard will be eliminated.
All of the proposed basins confluence at an offsite point at the the Intersection of Basswood Ave
and McKinley Street. The confluenced peak flowrate for the 100-year; 6-hr storm at this point is
10.77 cfs. This is a reduction of 1.59 cfs. See the attached calculations on Table 3 for details.
S
4
Omega Engineering Drainage Study
Consultants Block (Ward) Residence
Results and Conclusions
The redevelopment of the site will result in a decrease in runoff flowrates at the offsite point of
discharge. It will eliminate cross lot drainage to the neighboring lot. It will increase runoff to the
portion of the public storm drain system between the site and the offsite discharge point, but the
increase will not exceed the capacity of any of the existing conveyance system.
The project does not propose to discharge fill or dredged materials to the Waters of the State,
therefore no CWA 401 or 404 permit is required. It is the opinion of Omega Engineering
Consultants that the project will not cause adverse effects to the downstream facilities or receiving
waters as a result of increase 100-year; 6-hour storm peak flowrates.
0
Ward (Bloc4sidence 9/23/2020
Rational Method Calculations (Table No. 1)
BASIN AREA (SF) AREA (AC) % Imp "C" Value
E-1 30,056 0.69 30.0% 0.45
E-2 110,394 2.53 30.0% 0.45
EX. TOTAL 140,450 3.22
A-1 30,056 0.69 30.0% 0.45
A-2 85,381 1.96 30.0% 0.45
A-3 24,313 0.56 37.5% 0.49
PROP TOTAL 1 139,750 1 3.21 1
(A) C value for pervious ground is 0.25 (Table 3-1 County Hydrology Manual
(Type 'B' soil)
C value for impervious surfaces is 0.9
Basins with mixed surface type use a weighted average
of these 2 values. (impervious % x 0.9)+(1-% impervious x 0.25)
Note: All C values with the exception of basin A-3 are from
Table 3-1 of the County of San Diego Hydrology Manual.
Basin A-3 is the proposed condition of the project site, a
more accurate C value was generated using a weighted
average of the impervious to pervious areas.
Proposed Area is 700 sf smaller than the existing area
because the 700 sf of pool area in A-3 do not drain to the
storm drain.
0548.10-H&H NEW
Block (Ward
1
sidence
Rational Met od Calculations (Table No. 3) 0 0
10/24/2019
Sub- AREA flow Concentrated S(%) Ti ,Ctf Overland Tt T I Q Q tot NOTES
Basin Ac. length Flow Length, (ft) (avg.) mins mins mins in/hr cfs cfs 100-year, 6 hr storm (mitigated)
JP(6) 2.6
E-1 0.70 0.45 0.0 225.0 8.7% 5.3 1.06 5.0 6.85 2.16 2.16 Node 1 to 2 Surface Flow
OFF-i Per Reference Drawing 445-3 2.40 2.40 Node 3 to 4 Pipe Flow
OFF-i Per Reference Drawing 445-3 2.40 2.40 Node 4 to 2 Channel Flow
4.56 Node 2 Confluence. No flow reduction calculated, for
conservative purposes.
E-2 2.53 0.45 100.0 480.0 5.2% 6.7 2.25 5.0 6.85 7.80 7.80 Node 4 to 3 Surface Flow -
12.36 Node 3 Confluence. No flow reduction calculated, for
conservative purposes.
Existing Flow at Point of Discharge 12.36
A-3 0.5 0.4 95.0 150.0 5.0% 6.7 0.00 5.0 6.85 1.87 1.87 Node 5 to 1
0.20 Pump flow from SSA analysis, see Appendix
OFF-i Per Reference Drawing 445-3 2.40 2.40 Node - to 1
2.60 Node 1 Confluence. No flow reduction calculated, for
conservative purposes.
OFF-i Per Reference Drawing 445-3 2.60 2.60 Node 1 to 2 Pipe Flow
OFF-i Per Reference Drawing 445-3 2.60 2.60 2 to 4 Channel Flow
A-i 0.69 0.45 0.0 225.0 8.7% 5.3 1.06 5.0 6.85 2.13 2.13 Node 3to4 Surface Flow
4.73 Node 4 Confluence. No flow reduction calculated, for
conservative purposes.
A-2 1.96 0.45 100.0 480.0 5.2% 6.7 2.63 5.0 6.85 6.04 6.04 Node 6 to 7 Surface Flow
10.77 Node 7 Confluence. No flow reduction calculated, for
conservative purposes.
Proposed Flow at Point of Discharge 10.77
0548-H&H NEW
fl
DRAINAGE BASIN DATA
BASIN
/
AREA
(A C) C- VALUE Tc
(MINS)
lico
(IN/HR)
0100
(CFS)
F-1 1.04 0.45 9.3 4.59 2.15
E-2 0.80 0.45 9.0 4.70 1.69
E-3 1.37 0.45 6.5 5.77 3.56
E-4 2.53 0.45 9.0 4.71 536
GRAPH/CAI SCALE: 1" = 80'
0 40 80 160
EX 12"SD
2.6%
LEGEND
BASIN NUMBER
DRAINAGE BASIN LIMITS
OVERLAND F/OW PATH
STORM DRAIN (Lx)
PROJECT AREA
V-DITCH (EX)
NODE
I
I I I EiIIT C04/C[ivi
55'411clIZA h I ----
--*--->--
=======
CONCEN/kA ILL) E=480' BLOCK (WARD) RESIDENCE
McKINLEY EXISTING HYDROLOGY
0 00 1145 cf S EXHIBIT
FIGURE 2
4 M E GA
V
r
I \
III (A-2
OUTZET LA-_4
--
B-INLET
PROP PROJECT SITE
SURFACE DRAINS TO PUMP
A I 5/w CORNER AND IS -'
PUMPED UP TO HIGHLAND
DRIVE
McKINLEY ST.
0
I
I
L - _
CONCE-NIATED 1=480' BLOCK (WARD) RESIDENCE
POINT OF DISCHARGE
Q= 9.69 CFS PROPOSED HYDROLOGY
EXHIBIT
FIGURE 3
ry i'" LA. IL J CUR
2.6%
LEGEND
BASIN NUMBER EIIiD
DRAINAGE BASIN LIMITS - - - -
STORM DRAIN (EX)
PROJECT AREA
V- DITCH (Ex) =
NODE
OVERLAND FLOW PATH
DRAINAGE BASIN DATA
BASIN
/
I AREA
(AC) C- VALUE T
(MINS) (IN/HR)
0100
(CFS)
A_1J 1.04 0.45 10.2 4.3J 2.02
A-2 0.80 0.45 9.0 4.70 1.69
A-i 0.56 0.49 6.7 5.67 0.20*
A-4 1.J7 0.45 6.5 5.77 i.56
A-5 1.97 T 0.45 9.,; 4.58 4.04
OU TEL OW RA TE FROM A-i GO VERNED BY PUMP SYSTEM
N
GRAPHICAL SCALE 1" = 80'
0 40 80 160
!CHLA
V E D LEGEND
SD FORCEMAIN OUTLET
AREA Il/fIT5
BUILDING AR'A
PA VEAIENT AREA
PERVIOUS AREA
PER VIO(JS PA VEAIENT AREA
FOR PU/V VA UL T DETAILS SEE GRADING SHEET 5
I
I
I
I
F1
BLOCK (WARD) RESIDENCE
PROPOSED SITE
HYDROLOGY EXHIBIT
GRAPHICAL SCALE' 1" = 20'
0 10 20 40
MEG 8' DEEP 48" DIA.
FIBERGLASS VA UL T
- ___v
_-,\
I-
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3106 by Autodesk, Inc.
Oandard Curb & Gutter Section
Gutter
Cross Sl,Sx(ft/ft) = 0.030
Cross SI, Sw (ft/ft) = 0.030
Gutter Width (ft) = 10.00
Invert Elev(ft) = 100.00
Slope (%) = 0.75
N-Value = 0.013
Calculations
Compute by: Known Depth
Known Depth (ft) = 0.33
Tuesday, Sep 3 2019
Highlighted
Depth (ft) = 0.33
Q (cfs) = 6.443
Area (sqft) = 1.82
Velocity (ft/s) = 3.55
Wetted Perim (ft) = 11.33
Crit Depth, Yc (ft) = 0.40
Spread Width (ft) = 11.00
EGL(ft) = 0.53
Elev Section Depth (ft)
00 1.00
100.75
100.50 0.50
100.25 0.25
100.00
S
99.75
2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Highlighted
Depth (if) = 0.47
Q (cfs) = 2.600
Area (sqft) = 0.36
Velocity (ft/s) = 7.13
Wetted Perim (if) = 1.51
Crit Depth, Yc (if) = 0.69
Top Width (if) = 1.00
EGL(if) = 1.26
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Oroposed 12" Pipe Confluence Flow - Node 1
Circular
Diameter (ft) = 1.00
Invert Elev (if) = 100.00
Slope (%) = 2.60
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 2.60
Thursday, Oct 24 2019
Elev (if) Section Depth (
102.00 LOO
101.50 1.50
101.00 UIs]
100.50 I'M']
100.00 I,,
99.50
0 Ell
3 —0.50
Reach (if)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 24 2019
oposed 18" Channel Confluence Flow - Node 4
Circular Highlighted
Diameter (ft) = 1.50 Depth (if) = 0.42
Q (cfs) = 4.730
Area (sqft) = 0.41
Invert Elev (if) = 100.00 Velocity (ft/s) = 11.55
Slope (%) = 7.00 Wetted Perim (ft) = 1.68
N-Value = 0.013 Crit Depth, Yc (if) = 0.84
Top Width (if) = 1.35
Calculations EGL(ft) = 2.50
Compute by: Known Q
Known Q (cfs) = 4.73
Elev (if)
102.00 -
Section
101.50
101.00
100.50
100.00
S
99.50
0 1 2 3
Reach (if)
Highlighted
Depth (ft) = 0.05
Q (cfs) = 0.200
Area (sqft)
Velocity (ft/s) = 1.33
Wetted Perim (ft) = 3.10
Crit Depth, Yc (ft) = 0.06
Top Width (ft) = 3.00
EGL(ft) = 0.08
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
49-25 Curb Outlet Hydraulics Calc
Rectangular
Bottom Width (ft) = 3.00
Total Depth (ft) = 0.25
Invert Elev(ft) = 100.00
Slope (%) = 2.00
N-Value = 0.015
Calculations
Compute by: Known Q
Known Q (cfs) = 0.20
Thursday, Oct 24 2019
Elev (ft) Section Depth (ft)
..00 1.00
100.75 0.75
100.50 0.50
100.25 0.25
100.00 .
99.75
.5 1 1.5 2
Reach (ft)
2.5 3 3.5 4
Rick RatHydro Hydrograph
For Basin A-3
time (hr:min) IDischarge (cfs)
000 p
D-25—curb—outlet
3_inch_forcemain
S
The hydrograph from Rick RatHydro was
S input as a direct inflow at the pump vault
Autodesk Storm and Sanitary Analysis
Project Description
File Name . 0548-SSA.SPF
arroject Options
FlowUnits .............................................................................CFS
Elevation Type ......................................................................Elevation
Hydrology Method .................................................................EPA SWMM
EPA SWMM Infiltration Method ............................................Horton
Link Routing Method .............................................................Hydrodynamic
Enable Overflow Ponding at Nodes ......................................YES
Skip Steady State Analysis Time Periods ............................NO
Analysis Options
Start Analysis On ..................................................................Jul 15, 2019 00:00:00
End Analysis On ...................................................................Jul 15, 2019 08:00:00
Start Reporting On ................................................................Jul 15, 2019 00:00:00
Antecedent Dry Days ............................................................0 days
Runoff (Dry Weather) Time Step ..........................................0 00:00:10 days hh:mm:ss
Runoff (Wet Weather) Time Step ........................................000:00:10 days hh:mm:ss
Reporting Time Step ............................................................000:00:10 days hh:mm:ss
Routing Time Step ................................................................1 seconds
Number of Elements
Qty
RainGages ...........................................................................0
Subbasins..............................................................................0
Nodes....................................................................................3
Junctions......................................................................1
Outfalls.........................................................................1
Flow Diversions ...........................................................0
Inlets............................................................................0
Storage Nodes .............................................................1
Links......................................................................................3
Channels......................................................................0
Pipes............................................................................1
Pumps..........................................................................2
Orifices.........................................................................0
• Weirs ............................................................................0
Outlets..........................................................................0
Pollutants..............................................................................0
LandUses ............................................................................0
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume S Attained Occurrence
(ft) (It) (if) (if) (ft') (cfs) (if) (It) (It) (days hh:mm) (ac-in) (mm)
1 Jun-01 Junction 152.30 159.80 0.00 1000.00 0.00 0.22 212.30 52.50 0.00 0 00:00 0.00 0.00
2 D-25 curb—outlet Outfall 174.40 0.20 174.65
3 Pump_Vault Storage Node 151.80 160.33 151.80 0.00 1.87 160.09 0.00 0.00
0
Link Summary
Element .SN Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(it) (it) (it) (%) (in) (cts) (cfs) (if/sec) (it) (min)
1 3_ inch _forcemain Pipe Jun-01 D-25_ curb _outlet 174.00 152.30 174.40 -12.7000 3.000 0.0130 0.20 0.17 1.19 4.09 0.25 1.00 145.00 SURCHARGED
2 Pump-Cl Pump Pump_Vauh Jun-Cl 151.80 152.30 0.22
3 Pump-02 Pump Pump_Vauit Jun-Cl 151.80 152.30 0.10
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Mannings Entrance Exit/Bend Additional Initial
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow
Elevation Offset Elevation Offset Height
(It) (It) (It) (It) (It) (It) (%) (in) (in) (cls)
1 3_inch_lorcemain 174.00 152.30 0.00 174.40 0.00 -22.10 -12.7000 Circular Force Main 3.000 3.000 0.0130 0.5000 0.5000 0.0000 0.00
Flap No. of
Gate Barrels
0
Pipe Results
SN Element Peak Time of Design Flow Peak Flow! Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth! Surcharged Number Condition
Occurrence Ratio Total Depth S Ratio
(cfa) (days hh:mm) (cfs) (ft/sec) (mm) (ft) (mm)
1 3_mnch_forcemain 0.20 0 05:59 0.17 1.19 4.09 0.71 0.25 1.00 145.00 0.25 SURCHARGED
0
Storage Nodes
Storage Node: Pump_Vault
Input Data
Invert Elevation (It) ...............................................151.80
Max (Rim) Elevation (It) ........................................160.33
Max (Rim) Offset (if) .............................................8.53
Initial Water Elevation (It) .....................................151.80
Initial Water Depth (It) ..........................................0.00
Ponded Area (It2) ..................................................0.00
Evaporation Loss ..................................................0.00
Storage Area Volume Curves
Storage Curve : 48vau1t
Stage Storage Storage
Area Volume
(It) (ft') (ft')
0 12.57 0.000
8 12.57 100.56
8.01 2300 112.12
8.33 2300 848.12
All storage volume above 8 ft is
surface ponding in the yard. There
is an available 6" of pond ing across
the entire backyard.
S
0
Ti
Storage Area Volume Curves
Storage Voluiiie (ft)
0 50 10.0 150 20.0 260 30.0 350 40.0 450. 500 660 600 650 700 750 *00 850
2 82
0--'
:--
'.6 -- ------- ---------:----------------------------------------------1.6
______________________________________________________________________________________________ .2 --r-------------------7.2
_______________________________________________________________________________________
:
66
64
.2 -6.2
6 6
5$
6 56
4 ' 54
L L A52
S I.
I------------------------------------ --- ---
1.6-- ----- ---------f-----------I-----I ------------ -------------- -------- - ------------ --------------4.6
1.4-- -------------
0.6
1.2--4.2
.74
1.8
----
1.4 3.4
1.2- ------------------- ---------------------------------------------------------------------------
-------------------------------------I I-------------------------H3 ----------------------------------------------------------------------------------------------
1.6 --2.6
------------------------------------------------------- ------- ------- ------- ------ --------------2.4
-. - H -. -----: ------------------------:- -•• --
- - - - - -------------------2.2
2 -'- ------ ------------ --------- ------------------------:2
IC - 16
IS - 16
14 1.4
12 1.2
I '- I
_________________
0.6
------------------------------- ----------- ------------- ------- ------------------------------------ 0.4
-----------------------------------------------------------------------------------------------0.2
0 0
0 200 400 600 800 1,000 1,200 1,400 1,600 1,600 2,000 2,200
Sloiage Aiea (fi2)
-
Storage Area - Storage Volume
40
Zf
Z.
fA
Storage Node: Pump_Vault (continued)
Output Summary Results
Peak Inflow (cfs) ...................................................1.87 . Peak Lateral Inflow (cfs) .......................................1.87
Peak Outflow (cfs) ................................................0.22
Peak Exfiltration Flow Rate (cfm) .........................0.00
Max HGL Elevation Attained (ft) ...........................160.09
Max HGL Depth Attained (ft) ................................8.29
Average HGL Elevation Attained (ft) ....................154.70
Average HGL Depth Attained (ft) .........................2.9
Time of Max HGL Occurrence (days hh:mm) ......0 04:20
Total Exfittration Volume (1000-ft) .......................0.000
Total Flooded Volume (ac-in) ...............................0
Total Time Flooded (mm) .....................................0
Total Retention Time (sec) ...................................0.00
Omega Engineering Drainage Study
Consultants Block (Ward) Residence
Appendices
40
Omega Engineering Drainage Study
Consultants Block (Ward) Residence
Appendix 1
Soil Hydrologic Group Map
0
County of San Diego
Hydrology Manual
Soil Hydrologic Groups
Legend
Soil Groups
Group A
Group B
j Group C
Group
Undetermined
Data Unavailable
DPW MGI S SanG I S
Wc Nav San DIUgU (cIvcrdl.
N THIS MAP IS PROViDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS
OR RELIED, INCLUDING, BUT NOT UMI7E1D TO, THE IMPLIED WARRANTIES
OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE Cop-flight SoOGIS. RI Rights Reserved.
This products may contain Infnatan from the S.ANDAG Regional E Infroroeto,, System whIch coonhi be roçeadoced Mthoul the
wetter, pern,IeeIon of SANDAO.
This product may contain Info,rnoSon whodr has been reproduced w,th
permission 5,0,5.0 by Thor,.. B4OUOa Mope.
S
3 0 3MiIes
32°30'
0
C',
(0
Islas
zo
(0
1
—
33'30L--
Orange
33°30'
I Riverside County
33'15'
PROJECT SITE NAST' ,, :
-jt
PROJECT
B DE \, -
.) ..-7
[DO
CARLSBA
ENCINITAS
/
33o00
SOLANABEACH ROWA Y S.D. COUNTY
Q DEL MAR
C
CID _J
NTEE r
IE
LCMN
o - LAMSA 32 45 E
GROVE. /
33°15
T
CD
32°45'
Omega Engineering Drainage Study
Consultants Block (Ward) Residence
Appendix 2
100-Year; 6-Hour Storm Isopluvial Map
S
- -
It cr) County of San Diego
C
Orange 1 1 Hydrology Manual
ounty •:- -
33°30
Riverside County
0 it
- _'•.
I
'- '•'•
Rainfall Isopluvials
33 15 33'15' -
PROJECT
OcEI VIST
'25 100 Year Rainfall Event - 6 Hours
IsopIuvial (inches)
CARLSBAD
SC DID
C) ENCINITAS ) ;..-- -•'. -- : \ ' "•.
-
—
33'00'
33 00 C) SOLANA BEACH TJJPOWAY
0
..'(
DEL MAR
\\\
•
-• I
1/
ILA
ANTE9
j
AN DIE
1A M
32°45'- 32°45
ORION DPW
------ Izi -C~GIS IS IS
— - - N This MAPS PROSTDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS
OR IIO'UED, INCLUDING, BUT NOT UNITED TO. THE INPUED WARRANTIES
- -
IMPERIAL BEACH *
- - : - - - OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE
Copyright hts Retail
- - ) This poducts my CithtOifl Information from NO SANDAG Regional
E irmmotioo 5oIoo, wOoF cannot be reproduced without the pomooIon of SANDAG
32°30------------------------
This pnodoct my nootoln information whicfr two boon reproduced with
poomlwongwnw yThonnaoBrothers Mate
co b o
S
3 0 3Miies
32°30'b
Omega Engineering Drainage Study
Consultants Block (Ward) Residence
Appendix 3
100-Year; 24-Storm Isopluvial Map
0
EO
It CY)
IN
County of San Diego
ange Hydrology Manual
33°30 -
L.sOUfly 33°30'
5 i( - ... -S.
Riverside County
S 0 .5 5- .5 .5 '5 • S '5 .5 5. S. S S -
-
o
2
-
'F N Rainfall isopluvials
40 33 15 33'15'
-
0 '
100 Year Rainfall Event - 24 Hours
-
OCEANSIDE VlSi
5
.. ::--.. '5 • - --. : 7/ isopluvial (inches)
PROJECT SITE Dd
- —' ARLSB
.5., . '
5. - 6:Or - .7 -
S
-
----- - - '5 55, •5 - ' C) ENCINITAS
33 00 --
- . C) so BEACH'
- - - • S••S
55 romV
% ,../
-i
- - I
_________
.' • •
'.' .......5
a. (ONTY
___________________ ------ -8-0-••
5.
5•
__________ . 33 00
B o DEL MAR' . •• ' ..
46 ;5
5
-o
C)CD
CID
—
ANTE /
AP1DIE
LC N
32°45
ORON
4
SD
-iMGIS SanGIS
C A
( . : - ,•
- - : IMPERIAL BEACH .-
-. - -.
-
-
N THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND EITHER EXPRESS
OR RELIED, INQ,UOING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES
A Ny AND FITNESS FOR A PARTICULAR PUIWOSE , - . .
' A e )(
This po my contain inforination from the SANDAG Regional
E Infonnotlon System wElch cannot be ropeoduood ofthoot the
written poiTnission or SANDAG
vI This prodoct nroy contain InfonnwSon which has been reproduced with
penn on ieolon granted by Thon' Brothers Mope.
32°30' j - ________ -- 32°30' S
EO 30 3MiIes
N- - —
Omega Engineering Drainage Study
Consultants Block (Ward) Residence
Appendix 4
Intensity-Duration Design Chart
[I
0
Omega Engineering Drainage Study
Consultants Block (Ward) Residence
Appendix 5
Runoff Ceofficients Chart
S
S
S . . San Diego County Hydrology Manual Section: 3
Date: June 2003 Page: 6of26
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient "C"
Soil Type
NRCS Elements County Elements % IMPER. A B C D
Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35
Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41
Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46
Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49
Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 I 0.45 I 0.48 0.52
Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57
Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60
Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63
High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71
High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79
Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79
Commercial/Industrial (G. Corn) General Commercial 85 0.80 0.80 0.81 0.82
Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 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
3-6
Omega Engineering Drainage Study
Consultants Block (Ward) Residence
S Appendix 6
Overland Time of Flow Chart
S
100 30
C,)
I-
W
w W U. 20
w z
- L) z w
Ci)
w LL
10
o o Ui
0
EXAMPLE:
Given: Watercourse Distance (D) = 70 Feet
Slope(s)=1.3% T_18(11\ FD-
Runoff Coefficient (C) = 0.41
- Overland Flow Time (T) = 9.5 Minutes
SOURCE: Airport Drainage, Federal Aviation Administration, 1965
FIGURE
Rational Formula - Overland Time of Flow Nomograph 3.3
w .
V r
Omega Engineering Drainage Study
Consultants Block (Ward) Residence
Appendix 7
Reference Drawings
fl
so iillui
M
0 0 ME ME 1 ffil
EMOHN
MMMMMMM MEMOM MEE
ffil
ME 0 EMEME MEMEME MEE MEMENE III MEME M
III
0
I
11
MEM MME 0 M EMOM MEMEME EMEME SOMMEM a 1111
MEE
1
I 111111
111111111111 ________________ no____ MEN 11111111111111
MEMMENEEMEEM ir II1II1III1I1IIII1I1I111II1111I1IIIIIIIIIIII 1111 III =4111111111 I
"11 1 1 1111111
1111 I
MENEM
I1I
1
U U
MEMEMSEEM
II
MEMEMSEMMEMEME 1111 1111111 II1IUUIIIII1UIUIUIU III
On
II Mooffis MOMMEMMISESE
NEMMEMENE IIII IUIIIIII1IIIIIIIIIIII1IIIIII1IIII1I1IIIIIU111I
ME M02IMM MEN ME MEE M MENEM ME ME ME
MIME MEN III -a MEE Effir, MEE
U
ME MEN
OEM M MEME MEE M III M -9 III III MEMEM II im MENEM 11 1 11111
''A III go MEE ME !1iiiIiIUIUIUUUUIIIU1U1UUUIUIUUU OEM A MEMEME III 11111114 OEM on : ::iiiiiiiiIIiiiiiiiiiiiii 1 1111 IIiIIIIIIIUIUUIUI1IIIIIIU11IUUIEU9 mom M MEMO M ME U I II IIIIIIIIIIII1 No
Ii
III
on II MEE EMEME NOME III MEE IiIiiIiiIINiIU
0
111111! '1ME
MEME MAW III 0 MEESE MEMEMOMMEME 111 M MEN ME 0 MEMO MEM
II UUUIUUUIUUUi iI IIIIIIIIIIIIIIIII1I
11111
I
U
El 1111 1111111111 SOME M M ME mom *
UUIMEN IL U U1IIUUUUIUUUUUUUIUIUUUUUIUIUUUUUUUUIUI M a I ME ENE
I
:ThTi ISIf Gill mis zs haIl
STORM DRAIN DATA TABLE
NO. DELTA/BEARING RADIUS LENGTH REMARKS
® N 24192'12' W - 168.00' 12' PVC OR HOPE
S 6117'39' w - 59.63' 12' PVC OR HOPE
o WUI'K1 IL. V!I\II' tJLJ'..)\Il J 011-IER APPROVAL CITY APPROVAL IRVWD Y. U-' II VJI/V H
I
I.
- - --- - ------. - --rn- -- __ --,,- -
CONTRACTOR AT THE CONTRACTOR'S EXPENSE. () REMOVE AND DISPOSE OF EXISTING AC BERM, CRATES, BOXES AND PVC PIPING. REMOVE AC APRON
2 CONTRACTOR SHALL COORDINATE WITH UNDERGROUND SERViCE ALERT (1-800-422-4133) ,
\ WEST OF NEW 61 AC DIKE LEAVE EXISTING AC BENEATH NEW 61 AC DIKE
PRIOR TO START OF CONSTRUCT/ON
]
is 2 ABANDON GRA TED INLETS (241 x 24) REMOVE AND DISPOSE OF GRATES AND BOXES, CAP WITH 60 2—Sd
3 FEATURES NOT (DENT/F/ED FOR REMOVAL OR REPLACEMENT SHALL BE PROTECTED IN PLACE CONCRETE SLURRY, COVER WITH SOIL TO MATCH EXISTING GRADE FILL VERTICAL PVC PIPE WITH 2—SACK
4 EXIST/NC STRIPING SHALL BE REPLACED IN KIND WITHIN 24 HOURS OF REMOVAL ® EXISTING RAILROAD TIES TO BE REMOVED WITHOUT DAMAGING THEM AND PLACED ON THE GROUND
6 AT THE PROPERTY LINE AT THE REQUEST OF THE HOMEOWNER
• EL 159.60 / IMPORT OF COMPACTED FILL PLACE FILL BEHIND NEW AC DIKE AND FEATHER OUT TO ZERO THICKNESS
/ EL = 15935 AT PROPERTY LINE COVER COMPACTED FILL WITH STRAW MAT EROSION PROTECT/ON BLANKET
LEGEND ( \ STA 5+3875 TO STA 5+8688 PER SECT/ON 212 OF THESE SPECJRCA 17ONS
EXISTING FEATURES - TRANSITION NEW AC DIKE FROM 51 HEIGHT TO 101 HEIGHT MATCHING HEIGHT OF OPENING AT CURB
INLET TRANSIT/ON AC DIKE OVER 4 LINEAR FEET ON EITHER SIDE OF CURB INLET
— WATER METER 4 1 -
4O1
i64 ® CORNER CONNECT/ON PER CARLSBAD STANDARD DRAWING NO DS-9
q. POWER POLE -
6
— TREE SECTION D—D
MODIFIED TYPE B-i CURB INLET 03 HOPE PER GREENBOOK SECT/ON 207-18
— FIRE HYDRANT
-z - PALM PVC PIPE PER GREENBOOK SECT/ON 20717
- MAIL BOX
BUSH BASIS OF BEARINGS / BENCHMARK
- SIGN CITY OF CARLSBAD CONTROL RECORD OF SURVEY 17271
(NAD 83 1991 35, NGVD 29) POINTS
— SEWER MANHOLE 'i — CACTUS
- WATER VALVE
121
N 2003526 073 122 SCALE 1 2(0'
E 6228352.289• EL=80 30 E 6228316937 0 10 20
'1
40
®#204 — POTHOLE LOCATIONS — - - - PROPERTY LINE EL=127 19'
iCK
SLURRY
t%(8:
_PIPE BEDDING AND (T'
TRENCH REPAIR DETAILJ
3/4" CRUSHED ROCK
"AS BUILT"
RCEZ9/X EXP O3—'3J-'/2_ DATE
DATE
-
3 CITY OF CARLSBAD SHEEt
ENGINEERING DEPARTMENT
IMPROVEMENT FPLANS FOR:
PLAN & PROFILE - STA 2+25 TO STA 5+3875
HIGHLAND DRIVE STORM DRAIN
FROM BASSWOOD AVENUE TO 500 FT NORTH
I I I I I I I I APP OVEQ WILLIAM F -a( rR
/ilI/O(1 I I I I I I I I I I 1 I I ______I_I_I DEPUTY CITY ENGINEER 'PE 28176 EXPIRES 3/31/08'DA IA_A-5 e0tt,--r I I I3--t/1e"gPI OWN BY SEE
CHKD BY 1JS
BY iiii
-ANG NO PROJECT NO
r4w45 6600 -3
DATE INITIAL f
REVISION DESCRIPTION f DATE INIllAL I DATE I INITIAL
ENGINEER OF WORI [OThER APPROVAL Cliv APPROVAL J_RVWO
T
M SEEM M M MEMO MEMNON ME M OEM 0 M M
M M SEEM ME MEMO MEEMEN OEM 00 M M
ME N a M mom MIME M
#.N,.
M ME OWN* NO
110 Ire
.
0
m
N om MENEM
1;
MEE MEN 0
Samoa M
0 M =3 ESE ME 00 In INEEME M milli I
=
IN 0 mom MEMO is iiiIiiii1 IIIIIIIIIIIHII!!IIIHIIIIHIHIHIIII 1IIi'III'IIIIIIIIIIIIIIII1I1iII1U1III!IIIIUhIIIIIIEUIP IIIIAI1IuIIIIIia IIHIIII!IHI!IIiiIIIIIIIIIIIIIIIIII !!IIiiii'IIHiiIH!E!!!!!!!!UiUiIIUIIIiIi1i1Nhi IIIIEIIiI1I!'IiiiIiiiiiHhiiiHiUhiIAiiIiHIiiIIIIiifl IIM A• IiiIHIIIN!IflhI!!HHIA111HIIiiiii ' MEN I III IiIiHIIIIIIIIIIIiiIIIiIIII IIIIIIIINN M mom iiI IIII!IIii!IIIIIIIII I
-- I
MEME MEE am 0 Emig M go NNE MEE E1
IiIIIIIII=!iA hifl'iiHiiiHAhiiH 9iIIM I!! H!!!!
I IuIIiiIiuiIiiiIiiME MEN No ME SEEM ME M ME mmmmmm
iII.uIIiIIiiiIII
ME ME M mom
ME -2 M mom ME ME ME ONE MEN M M 111
MEMO ME OEM mom 0 M mom SOMEONE
!rg!
I I IIPIIIIIIIIII 11 1 1
II -
I -
II
At
1......
s :I .
'I,.
Ik
- ___________
-
STORM DRAIN DATA TABL ,E,,..
NO. DELTA/BEARING RADIUS LENGTH 1$IARKS
N 24-02'121 W - 29l.J4)2'_PVC SOR 35 OR HOPE
N 53*4259' W - 19.82 12 PVC SOR 35 OR HOPE I
ULtiIN Ac 1iLKM ILMOVAU
/
REMO9X. GRATfl T3L \ \
-••------ ( / / I
, J REMOVE EXIST. A.C. BERM FROM STA. 5+86.88 TO STA. 5+38.75
- - SEE ITEM
(2)
— PROTECT IN PLACE -z 71 r
- 3,3*3
3265] EXIST. UT/LITYPOLE [3291] LJ L 3 ]
A.C. REMOVAL LIMITS )
- TOP OF BOX CURB LINE 4 AC
EL 164.18
(14) 0 6 \ 3—(4) 21
EL = 16335 GENERAL NOTES: (g4) 12l __\\\\
\ / . "6" AS'
1. ALL EXISTING STRUC77JRESI UTILITIES, PLANTS, TREES, IRRIGATION SYSTEMS AND HOMEOWNER - - '1 ',
' \ / 95' COMPACTED FILL
IMPROVEMENTS SHALL BE PROTECTED IN PLACE. ANY DAMAGE SHALL BE CORRECTED BY THE • ••
_- / 2I