HomeMy WebLinkAboutSDP 12-03; LA COSTA OAKS NORTH 3.2 CHILDCARE FACILITY; DRAINAGE STUDY FOR PRESTIGE DAYCARE; 2015-02-11L0j
I RECORD OPY
I A z4j
(LA COSTA OAKS NORTH 3.2CHILDCARE FACILITY)
DRAINAGE STUDY Liita te
for
PRESTIGE DAYCARE
DP 12-03? DWG.475-5b
City of Carlsbad, California
Prepared for:
Red Mountain Retail Group
1234 East 17th Street
Santa Ana, CA 92701
Prepared by:
Hunsaker &.Associates
9707 Waples St
San Diego, CA 92121
1
. (858) 558-4500
W.O.: 3212-0001
January 8, 2015
(Revised -February 11 201 5
t a 2ie'/1
iond L. Martin, R.C.E. #48670
President
RECEIVED
FEB 122015
LAND UVvriV
FNGINF''
No. 48670
* Exp. 06130116 *
OF
w.o. 3212-I - Febnaly 11, 2015
Drainage Study
Prestige Daycare
TABLE. OF CONTENTS
Chapter 1 - Executive Summary
.1.1 Introduction
1.2 Existing Condition
1.3 Proposed Project
1.4 Summary of Results
1.5 Conclusion
1.6 References
Chapter 2— Methodology & Model Development
2.1 City of Carlsbad Engineering Standards
2.2 Design Rainfall Determination
2.3 Runoff Coefficient Determination S
2.4 Rainfall Intensity Determination
Maximum Overland Flow Length & Initial Time of Concentration
Table
- Urban Watershed Overland Time of Flow Nomograph
- Gutter & Roadway Discharge-Velocity Chart
- Manning's Equation Nomograph .•
— Intensity-Duration Design Chart
.
Chapter 3 - Rational Method Hydrologic Analysis
3.1 100-Year Existing Condition AES Model Output
3.2 100-Year Developed Condition AES Model Output
Appendix
I - City of Carlsbad Drawing 442-1, Sheet 4
2 - Developed Condition Hydrology Map
W.O. 3212.1 - Jniwsy 9. 2015
Drainage Study
Prestige Daycare
Treatment of storm water runoff from the site has been addressed in a separate
report, "Storm Water Management Plan (SWMP) for Prestige Daycare" prepared by
Hunsaker & Associates San Diego, Inc. dated January, 2015.
1.2 - Existing Condition
The 2.2-acre Prestige Daycare site consists of a mass-graded development,
ultimately for future commercial usage per the previously approved "Drainage Study
for La Costa Oaks North Neighborhood 3.2" by Hunsaker & Associates, San Diego,
Inc. dated August 2006 and City of Carlsbad Drawing No. 442-1 & 442-IA.
Runoff from the mass-graded site drains overland in a northerly direction via
overland flow towards an existing desiltation basin located at the northeast corner of
the mass-graded pad. Surface flows drain to an existing private 18-inch HDPE
storm drain stub per sheet 4 of City of Carlsbad Drawing No. 442-1, included in
Appendix 1.
Flows from the mass-graded Neighborhood 3.2 site confluence with runoff from the
existing adjacent RV storage site at an existing A-4 clean out within Private Drive "A"
(per City of Carlsbad Drawing No. 442-1). These confluenced flows drain into a
natural watercourse northwesterly towards San Marcos Creek, eventually draining
into Batiquitos Lagoon and the Pacific Ocean. The site does not receive any offsite
runoff.
The existing mass-grading and storm drain improvements within the Prestige
Daycare site have been constructed per City of Carlsbad Drawing No. 442-1 & 442-
IA.
Existing condition peak flowrates, listed on Table 1, are based on the approved
drainage study "Drainage Study for La Costa Oaks North Neighborhood 3.2" by
Hunsaker & Associates, San Diego, Inc. dated August 2006. Please refer to Sheet 5
of the City drawing is in Appendix 3 for flowrates in the existing storm drain.
1.3 - Proposed Project
The construction of the Prestige Daycare development will include a Childcare
Facility, an adjacent parking facility and an internal storm drainage system.
Runoff from the Childcare Facility will drain in a northerly direction towards the
proposed parking lot. Peak flow runoff is intercepted via a single sump drain located
within the parking lot. Flows are captured by a grated inlet, then drain through the
underground hydromodification facility to the adjacent existing 18-inch storm drain
stub, per City of Carlsbad Drawing 442-1.
A Runoff coefficient of 0.87 was selected for the development per the "2003 San
Diego County Hydrology Manual, Table 3-1" Under land use Commercial, General
Industrial and Soil Type D. Peak flow data from the developed site is summarized in
Table 1.
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1.4 - Summary of Results
Table I summarizes pre vs. post-developed condition drainage areas and resultant
100-year peak flow rates at the existing storm drain stub location. Per San Diego
County rainfall isolpluvial maps, the design 100-year rainfall depth for the site area is
2.9 inches.
Table I - Summary of Discharge @ Existing 18-inch HDPE
100-Year Event Drainage Area
(Ac)
Peak Flow
(cfs)
Existing Condition 2.2* 5•9*
Developed Condition 2.2 14.1
DIFFERENCE 0.0 8.2
*Data from 'Drainage Study for La Costa Oaks North Neighborhood 3.2", 2006
As illustrated in Table 1, the overall developed condition flow discharge to the
receiving storm drain is increased by approximately 8.2 cfs due to the development
of the project site.
1.5 - Conclusion
Results from the Rational Method calculations are shown in Chapter 3. These
results show a net increase of 8.2 cfs in the peak 100-year flow rate from the
existing to the proposed condition, due to increased onsite imperviousness' Peak
flow is routed through the underground hydromodification facility that may provide
some peak flow attenuation, but these results do not consider any reduction since
the underground storage may be partly or completely full prior to arrival of the peak
'storm flow.
The proposed inlet structure and storm drain system has been designed to capture
all runoff for the peak event from the project site and discharge to the existing 18"
HDPE storm drain shown in City of Carlsbad Drawing No. 442-1. With an increase of
8.2 cfs from the project's proposed-condition, the existing storm drain system has
enough capacity to convey the project's net increase in flows. The existing storm
drain from the connection point to the discharge location at San Marcos Creek has
been previously designed to accept and convey the ultimate developed conditions,
per the "Drainage Study for La Costa Oaks North Neighborhood 3.2" by Hunsaker &
Associates, San Diego, Inc. dated August 2006.
Although these results show that the proposed development of this project will
increase peak flows leaving the site, discharging directly to the San Marcos Creek
proves this increase negligible, as Qoo and Tc in the river exceed the Qioo and T
from the site. This increase, will compromise neither the capacity nor integrity of
downstream drainage facilities.
w.o. 3212-1 - Febuary ii. 2015
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1.6-References
"San Diego County Hydrology Manual"; Department of Public Works - Flood Control
Division; County of San Diego, California; Revised June 2003.
"San Diego County Drainage Design Manual"; Department of Public Works - Flood
Control Section; County of San Diego, California; May 2005.
"City of San Diego Regional Standard Drawings"; Section 0 - Drainage Systems;
Updated March 2000.
"City of Carlsbad Engineering Standards"; City of Carlsbad, California; June 2004.
"Mass-Graded Drainage Study for La Costa Oaks North Neighborhoods 3.2, 3.6 &
3.7'; Hunsaker & Associates San Diego, Inc.; October 24, 2005.
"Drainage Study for La Costa Oaks North Neighborhoods 3.2"; Hunsaker &
Associates San Diego, Inc.; August, 2006.
"Storm Water Management Plan for Prestige Daycare"; Hunsaker & Associates San
Diego, Inc.; January, 2015.
City of Carlsbad Drawing No. 429-713 "La Costa Oaks North Neighborhood 3.2",
Hunsaker & Associates San Diego, Inc.; August, 2006. .
San Marcos County Water District Drawing No. 1674-4.
wo. 3212-1 -January 9. 201S
Drainage Study
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CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
I -
we. 3212-I —January 9. 2015
Drainage Study
Prestige Daycare
Rational Method Hydrologic Analysis
Computer Software Package - AES-2010
Design Storm - 100-Year Return Interval
Land Use - Commercial on southern portion of the site, Mass-Graded on the
northern portion of the site
Soil Type - Hydrologic soil group 0 was assumed for all areas. Group D soils have
very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils
with a high swelling potential, soils with a high permanent water table, soils with clay
pan or clay layer at or near the surface, and shallow soils over nearly impervious
materials, Group D soils have a very slow rate of water transmission.
Runoff Coefficient - In accordance with the County of San Diego standards,
a runoff coefficient of 0.87 was used for the Commercial Site and a runoff coefficient
of 0.55 was used for the existing mass-graded pad as well as for constructed slopes.
Method of Analysis - The Rational Method is the most widely used hydrologic model
for estimating peak runoff rates. Applied to small urban and semi-urban areas with
drainage areas less than 1.0 square mile, the Rational Method relates storm rainfall
intensity, a runoff coefficient, and drainage area to peak runoff rate. This
relationship is expressed by the equation:
Q = CIA, where:
Q = The peak runoff rate in cubic feet per second at the point of analysis.
C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall
intensity.
= The-time-averaged rainfall intensity in inches per hour corresponding to the
time of concentration.
A = The drainage basin area in acres.
To perform a node-link study, the total watershed area is divided into subareas
which discharge at designated nodes.
The procedure for the subarea summation model is as follows:
Subdivide the watershed into an initial subarea (generally 1 lot) and
subsequent subareas, which are generally less than 10 acres in size. Assign
upstream and downstream node numbers to each subarea.
Estimate an initial Tc by using the appropriate nomograph or overland flow
velocity estimation.
Using the initial T, determine the corresponding values of I. Then Q = C I A.
Using Q, estimate the travel time between this node and the next by
Manning's equation as applied to the particular channel or conduit linking the
w.o. 3212-1—Janua,79. 2015
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two nodes. Then, repeat the calculation for Q based on the revised intensity
(which is a function of the revised time of concentration)
The nodes are joined together by links, which may be street gutter flows, drainage
swales, drainage ditches, pipe flow, or various channel flows: The AES-99 computer
subarea menu is as follows:
SUBAREA HYDROLOGIC PROCESS
Confluence analysis at node.
Initial subarea analysis (including time of concentration calculation).
Pipeflow travel time (computer estimated).
4.. Pipeflow travel time (user specified).
Trapezoidal channel travel time.
Street flow analysis through subarea.
User - specified information at node.
. Addition of subarea runoff to main line.
V-gutter flow through area.
Copy main stream data to memory bank
. Confluence main stream data with a memory bank
Clear a memory bank
At the confluence point of two or more basins, the following procedure is used to
combine peak flow rates to account for differences in the basin's times of
concentration. This adjustment is based on the assumption that each basin's
hydrographs are triangular in shape.
If the collection streams have the same times of concentration, then
the Q values are directly summed,
QpQaQbTpTaTb
... (3). If the collection streams have different times of concentration, the
smaller of the tributary Q values may be adjusted as follows:
(i). The most frequent case is where'the collection stream with the
longer time of concentration has the larger Q. The smaller Q
value is adjusted by the ratio of rainfall intensities.
QpQaQb (ljlb);Tp=Ta
we. 3212-I —January 9. 2015
Drainage Study
Prestige Daycare
In some cases,. the collection stream with the shorter time of
concentration has the larger Q. Then the smaller Q is édjusted by a
ratio of the T values.
= Qb+ Qa (Tb/Ta), Tp =Tb
w.o. 3212-1—January9.15
Drainage Study
Prestige Daycare
CHAPTER 2
METHODOLOGY. AND MODEL DEVELOPMENT
2.1 - CITY OF CARLSBAD ENGINEERING STANDARDS
w.o. 3212-1—Januaiy1. 2015
CHAPTER 5- DRAINAGE AND STORM DRAIN STANDARDS
1. GENERAL
A All drainage design and requirements shall be in accordance with the latest City of
Carlsbad Standard Urban Storm Water Mitigation Plan (SUSMP), Jurisdictional
Urban Runoff Management Plan (JURMP), Master Drainage and Storm Water
Quality Management Plan and the requirements of the City Engineer and be based
on full development of upstream tributary basins.
B. Public drainage facilities shall be designed to carry the ten-year six-hour storm
underground and the 100-year, six-hour storm • between the top of . curbs.
All culverts shall be designed to accommodate a 100-year six-hour storm with a one
foot freeboard at entry conditions such as inlets and head walls.
C. The use of underground storm drain systems, in addition to standard curb and
gutter shall be required:
When flooding or street overflow during 100-year six-hour storm cannot be
maintained between the top of curbs.
When .100-year six-hour storm flow from future upstream development (as
proposed in the existing General Plan) will cause damage to structures and
improvements.
When existing adequate drainage facilities are available for use (adjacent to
proposed development).
When more than one travel lane of arterial and collector streets would be
obstructed by 10-year 6-hour storm water flow. Special consideration will be
required for super-elevated streets.
D. . The use of underground storm drain systems may be required:
When the water level in streets at the design storm is within 1" of top of curb.
When velocity of water in streets exceeds 11 FPS.
When the water travels on surface street improvements for more than 1,000'.
E. The type of drainage facility shall be selected on the basis of physical and cultural
adaptability to the proposed land use. Open channels may be considered in lieu of
underground systems when the peak flow exceeds the capacity of a 48" diameter
RCP. Fencing of open channels may be required as determined by the City
Engineer.
F. Permanent drainage facilities and right-of-way, including access, shall be provided
from development to point of approved disposal.
Page 1 of 5
G Storm Drains constructed at a depth of 15' or greater measured from finish grade to
the top of pipe or structure shall be considered deep storm drains and should be
avoided if at all possible. When required, special design consideration will be
required to the satisfaction of the City Engineer. Factors considered in the design
will include:
Oversized specially designed access holes/air shafts
Line encasements
Oversizing lines
Increased easement requirements for maintenance access
Water-tight joints
Additional thickness of storm drain
The project designer should meet with the planchecker prior to initiation of design to
review design parameters.
H. Concentrated drainage from lots or areas greater than 0.5 acres shall not be
discharged to City streets unless specifically approved by the City Engineer.
Diversion of drainage from natural or existing basins is discouraged.
J. Drainage design shall comply with the City's Jurisdictional Urban Runoff
Management Plan (JURMP) and requirements of the National Pollutant Discharge
Elimination System (NPDES) permit.
2. HYDROLOGY
A Off site, use a copy of the latest edition City 400-scale topographic mapping. Show
existing culverts, cross-gutters and drainage courses based on field review.
Indicate the direction of flow; clearly delineate each drainage basin showing the
area and discharge and the point of concentration.
On site, use the grading plan. If grading is not proposed, then use a 100-scale plan
or greater enlargement. Show all proposed and existing drainage facilities and
drainage courses. Indicate the direction of flow. Clearly delineate each drainage
basin showing the area and discharge and the point of concentration.
Use the charts in the San Diego County Hydrology Manual for finding the 'Ta" and
"I". For small areas, a five minute "Ta" may be utilized with prior approval of the City
Engineer.
Use the existing or ultimate development, whichever gives the highest "C" factor.
Use the rational formula Q = CIA for watersheds less than 0.5 square mile unless
an alternate method is approved by the City Engineer. For watersheds in excess of
0.5 square mile, the method of analysis shall be approved by the City Engineer
prior to submitting calculations.
Page 2 of 5
3. HYDRAULICS
A Street - provide:
Depth of gutter flow calculation.
Inlet calculations.
3)-.-Show gutter flow Q, inlet Q, and bypass Q ona plan of the street.
B. Storm Drain Pipes and Open Channels - provide:
Hydraulic loss calculations for: entrance, friction, junction, access holes,
bends, angles, reduction and enlargement.
Analyze existing conditions upstream and downstream from proposed
system, to be determined by the City Engineer on a case-by-case basis.
Calculate critical depth and normal depth for open channel flow conditions.
Design for non-silting velocity of 2 FPS in a two-year frequency storm unless
otherwise approved by the City Engineer.
All pipes and outlets shall show HGL, velocity and Q value(s) for design
storm.
Confluence angles shall be maintained between 450 and 900 from the main
upstream flow. Flows shall not oppose main line flows.
4. INLETS
A Curb inlets at a sump condition should be designated for two CFS per lineal foot of
opening when headwater may rise to the top of curb.
B. Curb inlets on a continuous grade should be designed based on the following
equation:
Q=O.7L(a+y)312
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 100-year design storm minimum
Grated inlets, should be avoided. 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.
All catch basins shall have an access hole in the top unless access through the
grate section satisfactory to the City Engineer is provided.
Page 3 of 5
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.
Minimum connector pipe for public drainage systems shall be 18".
-. G Flow through inlets may be used when pipe size is 24' or less and open channel
flow characteristics exist.
5. STORM DRAINS
A Minimum pipe slope shall be .005 (.5%) unless otherwise approved by the City
Engineer.
Minimum storm drain, within public right-of-way, size shall be 18" diameter.
Provide cleanouts at 300' maximum spacing, at angle points and at breaks in
grade greater than 1%. For pipes 48" in diameter and larger, a maximum
spacing of 500' may be used.
When the storm drain clean-out Type A dimension of "V' less "Z" is greater than
18", a storm drain clean-out Type B shall be used.
The material for storm drains shall be reinforced concrete pipe designed in
conformance with San Diego County Flood Control Districts design criteriai as
modified by Carlsbad Standard Specifications. Corrugated steel pipe shall not be
used.
Plastic/rubber collars shall be prohibited.
Horizontal curve design shall conform to manufacturer recommended
specifications. Vertical curves require prior approval from the City Engineer.
The pipe invert elevations, slope, pipe profile line and hydraulic grade line for
design flows shall be delineated on the mylar of the improvement plans. Any
utilities crossing the storm drain shall also be delineated.
The strength classification of any pipe shall be shown on the plans. Minimum
D-load for RCP shall be 1350 in all City streets or future rights-of-way. Minimum
D-load for depths less than 2', if allowed, shall be 2000 or greater.
For all drainage designs not covered in these Standards, the current San Diego
• •County Hydrology and. Design and Procedure Manuals shall be used.
H. For storm drain discharging into unprotected or natural channel, proper energy
dissipation measures shall be installed to prevent damage to the channel or
erosion. In cases of limited access or outlet velocities greater than 18 fps, a
concrete energy dissipater per SDRS D-41 will be required.
Page 4 of 5
The use of detention basins to even out storm peaks and reduce piping is
permitted with substantiating engineering calculation and proper maintenance
agreements. Detention basins shall be fenced.
Desiltation measures for silt caused .by development shall be provided ,and
cleaned regularly during the rainy season (October 1 to April 30) and after major
rainfall as required by the City Engineer or his designated representative..
Adequate storage capacity as determined by the City Engineer shall be
maintained at all times.
Protection of downstream or adjacent properties from incremental flows (caused
by change from an undeveloped to a developed site) shall be provided. Such
flows shall not be concentrated and directed across unprotected adjacent
properties unless an easement and storm drains or channels to contain flows are
provided.
Unprotected downstream channels shall have erosion and grade control
structures installed to prevent degradation, erosion, alteration or downcutting of
the channel banks.
Storm drain pipes designed fOr flow meeting or exceeding 20 feet per second will
require additional cover over invert reinforcing steel as approved by the City
Engineer.
Storm drain pipe under pressure flow for the design storm; i.e.,- HGL above the
soffit of the ppe, shall meet the requirements of ASTM C76, C361, C443 for
water-tight joints in the sections of pipe calàulated to be under pressure and an
additional safety length beyond the pressure flow point. Such safety length shall
be determined to the satisfaction of the City Engineer taking into consideration
such factors as pipe diameter, Q, and velocity.
0. An all weather access road from a paved public right-of-way shall be constructed
'to all drainage and utility improvements. The following design parameters are
required: Maximum grade 14%, 15 MPH speed, gated entry, minimum paved
width 12 feet, 38' minimum radius, paving shall be a minimum of 4" AC over 4"
Class II AB, turnaround required if over 300'. Work areas should be provided as
approved by the plan checker. Access roads should be shown on the tentative
project approval to ensure adequate environmental review.
P. Engineers are encouraged to gravity drain all lots to the street without use of a
yard drain system. On projects with new street improvements proposed, a curb -
.. outlet per.SDRSD D-27 shall be provided for single-family residential lots to allow .
yard drains to connect to the streets gutter.
Page 5 of 5
Drainage Study
Prestige Daycare
CHAPTER2
METHODOLOGY AND MODEL DEVELOPMENT
2.2 - DESIGN RAINFALL DETERMINATION
w.o. 3212-1 —January 9. 2015
Drainage Study
Prestige Daycare
CHAPTER 2
METHODOLOGY AND MODEL DEVELOPMENT
2.3 - RUNOFF COEFFICIENT DETERMINATION
we. 3212.1— January 9. 2015
San Diego County Hydrology Manual
Date: June 2003 Section: 3
Page: 6of26
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use I Runoff Coefficient "C"
Soil Type
NRCS Elements County Elements % IMPER. A B C D
Undisturbed Natural Terrain (Natural)
Low Density Residential (LDR)
Low Density Residential (LDR)
Low Density Residential (LDR)
Medium Density Residential (MDR)
Medium Density Residential (MDR)
Medium Density Residential (MDR)
Medium Density Residential (MDR)
High Density Residential (I-IDR)
High Density Residential (HDR)
Commercial/Industrial (N. Corn)
Commercial/Industrial (G. Corn)
Commercial/Industrial (O.P. Com)
Commercial/Industrial (Limited I.)
Commercial/Industrial (General I.)
Permanent Open Space 0* 0.20 0.25 0.30 0.35
Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41
Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 . 0.46
Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49
Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52
Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57
Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60
Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 6.63
Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71
Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79
Neighborhood Commercial 80 0.76 0.77 0.78 0.79
General Commercial 85 0.80 0.80 0.81 0.82
Office Professional/Commercial 90 0.83 0.84 0.84 0.85
Limited Industrial 90 0.83 0.84 0.84 0.85
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
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CHAPTER 2
METHODOLOGY AND MODEL DEVELOPMENT
2.4-RAINFALL INTENSITY DETERMINATION
MAXIMUM OVERLAND FLOW LENGTH & INITIAL TIME OF
CONCENTRATION TABLE
mo. 3212-I - January 0, =IS
Table 3-2
MAXIMUM OVERLAND FLOW LENGTH (LM)
& INITIAL TIME OF CONCENTRATION (T
Element* DU/
Acre
.5% 1% 2% 3% 5% 1 10%
LM T1 LM Tj LM TiLM T1 LM Ti LM Ti
Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9
LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4
LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8
LDR 12.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6
MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3
MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8
MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.41 100 5.71 100 4.5
MDR 1 14.5 501 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3
HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5
HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7
N. Corn 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7
G. Corn 50.1 4.7 60 4.1 75 3.61 85 3.4 90 2.91 100 2.4
O.P./Com 50 4.2 60 3.7 70 3.1 80 2.91 90 2.6 100 2.2
Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9
*See Table 3-1 for more detailed description
Drainage Study
Prestige Daycare
CHAPTER 2
METHODOLOGY AND MODEL DEVELOPMENT
2.4 - RAINFALL INTENSITY DETERMINATION
URBAN WATERSHED OVERLAND TIME OF FLOW
NOMOGRAPH
w.o. 3212.1— Januafy 9, 2DIS
100 30
U)
W U. z 0 20
W o
z-
z w
Cl)
W 0 —J l) Ix lo ll
W w> 0
EXAMPLE:
Given: Watercourse Distance (D) = 70. Feet
Slope (s)=1..3% 1.8(tl-C)V5 Runoff Coefficient (C) = 0.41 T=
3v- Overland Flow Time (T) = 9.5 Minutes•
SOURCE: Airport Drainage, Federal Aviation Administration, 1965
FIGURE
Rational Formula - Overland Time of Flow Nomograph
3m3
1F
co
00 op—
Drainage Study
Prestige Daycare
CHAPTER 2
METHODOLOGY AND MODEL DEVELOPMENT•
2.4 - RAINFALL INTENSITY DETERMINATION
GUTTER & ROADWAY DISCHARGE-VELOCITY CHART
.o. 3212-1 - January 9. 2016
- - - - - -
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FIGURE
Gutter and Roadway Discharge - Velocity Chart 3-6
Drainage Study
Prestige Daycare
CHAPTER 2
METHODOLOGY AND MODEL DEVELOPMENT
2.4 — RAINFALL INTENSITY DETERMINATION
MANNING'S EQUATOIN NOMOGRAPH
w.o. 3212-1—January 9. 2015
ff-
Co o C
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Drainage Study
Prestige Daycare
CHAPTER 2
METHODOLOGY AND MODEL DEVELOPMENT
2.4 - RAINFALL INTENSITY DETERMINATION
INTENSITY-DURATION DESIGN CHART
w.o. 3212-1 -January S. 2DIS
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Drainage Study
Prestige Daycare
CHAPTER 3
RATIONAL METHOD HYDROLOGIC ANALYSIS
3.1 - 100-YEAR EXITING CONDITION
AES MODEL OUTPUT
-Data from "Drainage Study for La Costa Oaks North Neighborhood 3.2", 2006-
w.o. 3212-I - Januaiy 0.2015
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2003 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2003 License ID 1239
Analysis prepared by:
HUNSAKER & ASSOCIATES - SAN DIEGO
10179 Huenriekens Street
San Diego, Ca. 92121
(858) 558-45.00
************************** DESCRIPTION OF STUDY
* LA COSTA OAKS NORTH - NEIGHBORHOOD 3.2 - RV STORAGE AREA *
* 100-Year Interim Condition Hydrologic Analysis *
* W.O.# 2352-139 05/09/2006 Prepared By: AR *
**************************************************************************
FILE NAME: H:\AES2003\2352\139\DEV100.DAT
TIME/DATE OF STUDY: 16:24 05/09/2006
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
2003 SAN DIEGO MANUAL CRITERIA -
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.900
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED 'FOR 'RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER..DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT)- SIDE / SIDE/ WAY (PT) (PT) (PT) (PT) (n)
1 12.0 7.0 0.020/0.020/ --- 0.50 1.50 0.0313 0.125 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
Relative Plow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
(Depth)*(Velocity) Constraint = 4.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.-
FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<•
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .9000
S .C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 79.90
UPSTREAM ELEVATION(FEET) = 415.10
DOWNSTREAM ELEVATION(FEET) = 412.70
ELEVATION DIFFERENCE(FEET) = 2.40
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 2.230
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
NOTE: RAINFALL INTENSITY IS BASED .ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 1.24
TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 1.24
FLOW PROCESS FROM NODE 702.00 TO NODE 704.00 IS CODE = 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<
ELEVATION DATA: UPSTREAM(FEET) = 412.70 DOWNSTREAM(FEET) = 407.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 208.40 CHANNEL SLOPE = 0.0274
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .9000
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.09
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.49
AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 1.40
Tc(MIN.) = 3.63
SUBAREA .AREA(ACRES) = 0.54 * SUBAREA RUNOFF(CFS) = 3.71
AREA-AVERAGE RUNOFF COEFFICIENT = 0.900
TOTAL AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) = 4.95
J END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2:74
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 704.00 = 288.30 FEET.
FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 41 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<.c<<<
ELEVATION DATA: UPSTREAM(FEET) = 397.00 DOWNSTREAM(FEET) = 389.00
FLOW LENGTH(FEET) = 34.23 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.57
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =- 1
PIPE-FLOW(CFS) = 4.95
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 3.66
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 705.00 = 322.53 FEET.
FLOW PROCESS FROM NODE 705.00 TO NODE 706.00 IS CODE = 41 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<
>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<<
ELEVATION DATA: UPSTREAM(FEET) = 388.67 DOWNSTREAM(FEET) = 375.37
FLOW LENGTH(FEET) = 115.32 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC..) = 13.68
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1.
PIPE-FLOW(CFS) = 4.95
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 3.80
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 706.00 = 437.85 FEET.
FLOW PROCESS FROM NODE 706.00 TO NODE 707.00 IS CODE = 41
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<c<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXIST-ING ELEMENT) <<<<<
ELEVATION DATA: UPSTREAM(FEET) = 375.04 DOWNSTREAM(FEET) = 364.60
FLOW LENGTH(FEET) = 316.74 MANNING'S N- 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = . 8.73
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPE-FLOW(CFS) = 4.95
PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 4.41
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 707.00 = 754.59 FEET.
FLOW PROCESS FROM NODE 707.00 TO NODE 707.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK * 1 <<<<<
FLOW PROCESS FROM NODE 708.00 TO NODE 709.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSISc<c<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 79.90
UPSTREAM ELEVATION(FEET) = 384.40
DOWNSTREAM ELEVATION(FEET) = 382.80
ELEVATION DIFFERENCE(FEET) = 1.60
SUBAREA OVERLAND TIME OF FLOW (MIN.) =- 7.021
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.138
SUBAREA RUNOFF (CFS) = 0.91
TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.91
FLOW PROCESS FROM NODE 709.00 TO NODE 710.00 IS CODE = 51 ----------------------------------------------------------------------------
>>>'>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<cz<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 382.80 DOWNSTREAM(FEET) = 377.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0223
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
Drainage Study
Prestige Daycare
CHAPTER 3
RATIONAL METHOD HYDROLOGIC ANALYSIS
3.2 - 100-YEAR DEVELOPED CONDITION
AES MODEL OUTPUT
we. 3212•1 —January L15
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003, 1985, 1981 HYDROLOGY MANUAL
(c) Copyright 1982-2010 Advanced Engineering Software (aes)
Ver. 17.0 Release Date: 07/01/2010 License ID 1239
Analysis prepared by:
Hunsaker
----------------------------------------------------------------------------
FILE NAME: R:\0569\HYD\AES2010\DEV100.DAT
TIME/DATE OF STUDY: 14:29 08/22/2012
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------------------------------
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.900
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER_DEFINED STREET-SECTIONS FOR COUPLED .PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN-' / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 12.0 7.0 0.020/0.020/ --- 0.50 1.50 0.0313 0.125 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
(Depth)*(Velocity) Constraint = 4.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 706.00 TO NODE 704.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA): .
USER-SPECIFIED RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00
UPSTREAM ELEVATION(FEET) = 379.70
DOWNSTREAM ELEVATION(FEET) = 379.05
ELEVATION DIFFERENCE(FEET) = 0.65
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.338
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 1.40
TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.40
****************************************************************************
FLOW PROCESS FROM NODE 704.00 TO NODE 702.00 IS CODE = 51
----------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 379.05 DOWNSTREAM(FEET) = 377.10
CHANNEL LENGTH THRU SUBAREA(FEET) = 193.00 CHANNEL SLOPE = 0.0101
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.86
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.96
AVERAGE FLOW DEPTH(FEET) = 0.66 TRAVEL TIME(MIN.) = 1.64
Tc(MIN.) = 4.98
SUBAREA AREA(ACRES) = 0.74 SUBAREA RUNOFF(CFS) = 4.92
AREA-AVERAGE RUNOFF COEFFICIENT = 0.870
TOTAL AREA(ACRES) - 0.9 PEAK FLOW RATE(CFS) = 6.32
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.82 FLOW VELOCITY(FEET/SEC.) = 2.22
LONGEST FLOWPATH FROM NODE 706.00 TO NODE 702.00 = 258.00 FEET.
FLOW PROCESS FROM NODE 702.00 TO NODE 700.00 IS CODE = 91 ----------------------------------------------------------------------------
>>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<<
UPSTREAM NODE ELEVATION(FEET) - 377.10
DOWNSTREAM NODE ELEVATION(FEET) =. 376.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 103.00
"V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) 0.800
PAVEMENT LIP(FEET) = 0.400 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000
MAXIMUM DEPTH(FEET) = 2.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.358
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.32
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.38
AVERAGE FLOW DEPTH(FEET) = 0.80 FLOOD WIDTH(FEET) = 5.00
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 5.30
SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 8.00
AREA-AVERAGE RUNOFF COEFFICIENT = 0.870
TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) 14.08
NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL
DEPTH EQUAL TO [GUTTER-HIKE + PAVEMENT LIP]
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 1.20 FLOOD WIDTH(FEET) = 5.00
FLOW VELOCITY(FEET/SEC.) = 7.77 DEPTH*VELOCITY(FT*FT/SEC) = 9.32
LONGEST FLOWPAT}1 FROM NODE 706.00 TO NODE 700.00 = 361.00 FEET;
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.2 TC(MIN.) = 5.30
PEAK FLOW RATE(CFS) = 14.08
END OF RATIONAL METHOD ANALYSIS
Drainage Study
Prestige Daycare
APPENDIX
we. 3212-1—Jamm9. 2DIS
Drainage Study
Prestige Daycare
APPENDIX I
City of Carlsbad Drawing 442-I, Sheet 4
we. 3212.1 -J.mry 9. 2015
SS OHERWISE _UNLET OWN
-
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HUNSAKER
& ASSOCIATES
S AN D E C 0, I N C
PLANNING 10179 Huennekens Street
ENGINEERING San Diego, Ca 92121
SURVEYING PH(858)558-4500- FX(858)558-1414
Drainage Study
Prestige Daycare
APPENDIX 2
Developed Condition Hydrology Map
we. 3212-1 -January 0, 2015
6 - #OM
CITY uF hA N M r~ u
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