HomeMy WebLinkAboutPD 2019-0006; ABEDI MOGHADDAM FAMILY RESIDENCE; HYDROLOGY CALCULATIONS; 2020-09-18
On Site
Hydrology
Calculations
PD 2019-0006
DWG. No. 516-8A
ABEDI MOGHADDAM
FAMILY RESIDENCE
2670 Argonauta St.
Carlsbad, CA. 92009
Techna Land Co. Inc.
09-18-20
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Table of contents
Section 1 Purpose and scope 2
Section 2 Project Information 3
2.1 Project Description 3
2.1.1 Project Location 3
2.2 Hydrologic Setting 3
2.2.1 Adjacent Land Use 3
2.2.2 Impervious Cover 3
2.3 Proposed Runoff Management Facilities 4
Section 3 Design Criteria & Methodology 4
3.1 Design Criteria 4
3.1.1 Drainage Design Criteria 4
3.1.2 Stormwater Pollutant control Hydrologic calculations
And sizing method 4-5
3.1.3 Flood-peak attenuation 5
3.2 Methodology 5
3.2.1 Rational Method: Peak Flow 5-6
Section 4 Hydrology and drainage analysis 6
4.1 Summary of Drainage Delineation 6
4.2 Calculations 6-10
Section 5 Volume and flow rate calculation 11-17
Section 6 Pipe Sizing 17-19
Appendix
50-year-6-hour precipitation map
100-year-6-hour precipitation map
Soil Group
85th percentile 24 hours Isopluvial map
Intensity-Duration design chart
Initial time of concentration
Time of concentration graph
Runoff coefficient
Worksheet B.5-1 For Planter Box#1
Worksheet B.5-1 For Planter Box#2
Existing drainage map
Proposed Drainage map
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Section 1 Purpose and Scope
This Drainage study presents an analysis of the hydrologic effects for the
proposed single family project located at 2670 Argonauta St. in the City of
Carlsbad, California. The study details the general project characteristics,
the design, criteria and methodology applied to the analysis of the project. It
evaluates the hydrologic effect of the project on local water resources in terms
of both water quantity and water quality. The report provides a design analysis
for the drainage facilities proposed as part of the project, including
implementation and maintenance of water quality best management practices.
This Drainage study fulfills the requirements of the City of Carlsbad Drainage
Design Standards, JRMP and BMP Design Manual as promulgated in the City
of Carlsbad BMP Design Manual (Feb.16, 2016), the County of San Diego
Hydrology Manual (June 2003), and describes the implementation and
maintenance of water quality best management practices that will be installed
on the site.
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3 | P a g e
Section 2 Project Information
2.1 Project Description
Project Information
This Drainage Study presents an analysis of the hydrologic effects associated
with the proposed single family project located at 2670 Argonauta St. The project
site is currently vacant. The proposed project involves the development of an
approximately 33157 square feet lot for construction of a two-story single-family
residence with attached garage, hardscape, installation of new yard drains,
landscaping and new driveways.
2.1.1 Project Location
The site is situated in the City of Carlsbad, (APN 215-460-06). The project site is
located on the north side of Argonauta St. The site is rectangular in shape and
covers an area of 33157 square feet. The site wasn’t graded at the time of
original subdivision in years past.
2.2 Hydrologic Setting
This section summarizes the project’s size and location in the context of the
larger watershed perspective, topography, soil and vegetation, percent
impervious area, natural and infrastructure drainage features, and other relevant
hydrologic and environmental factors to be protected specific to the project area’s
watershed.
2.2.1 Adjacent Land Use
The project site is bounded by single family residences on the east, west and
north sides and Argonauta street to the south.
2.2.2 Impervious Cover
The proposed impervious improvements include the main building and garage
roof areas, deck area, walkways and driveway.
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2.3 Proposed Runoff Management Facilities
The proposed facilities managing runoff from the site include:
i Runoff from roof areas and walk/ driveway areas will be collected and
discharged to biofiltration planter boxes. Filtered runoff will be discharged into a
concrete ditch located at the rear side of property. The existing concrete ditch is
extended from east to west and apparently takes off-site run off from adjacent
properties. No additional off-site from subject development will increase the rate
of existing flow in the ditch
Section 3 Design Criteria and Methodology
This section summarizes the design criteria and methodology applied during the
drainage analysis of the project site. The design criteria and methodology used
for this project conforms to the County of San Diego Hydrology Manual (June
2003).
3.1 Design Criteria
3.1.1 Drainage Design Criteria
City of Carlsbad BMP Design Manual (Feb. 2016), City of Carlsbad Engineering
Standard (2016).
3.1.2 Stormwater Pollutant control Hydrologic calculations and sizing methods
Design Capture Volume (DCV) is defined as the volume of storm water runoff
resulting from the 85th percentile, 24-hr storm event. The following hydrologic
method shall be used to calculate the DCV:
𝐶𝐶𝑉=𝐶×𝑐×𝐴×43,560 𝑠𝑓/𝑎𝑐×1/12 𝑓𝑠/𝑖𝑛: 𝐶𝐶𝑉 = 3,630×𝐶×𝑐×𝐴
Where:
DCV = Design Capture Volume in cubic feet
C = Runoff factor (unitless); refer to section B.1.1 (COC BMP Design manual)
d = 85th percentile, 24-hr storm event rainfall depth (inches), refer to section
B.1.3 (COC BMP Design manual)
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A = Tributary area (acres) which includes the total area draining to the BMP,
including any off-site or onsite areas that coming with project runoff and drains
to the BMP. Refer to Section 3.3.3 for additional guidance. Sizing for proposed
planter boxes is based on COC BMP Design manual, Appendix-E and BF-1.
3.1.3 Flood Peak Attenuation
Land development projects with new connection to City maintained facilities need
to be analyzed to assure that the existing facility has the ability to accept any
additional storm water. There is no direct connection to any existing storm drain
facilities. Runoff from the site is directed to an existing concrete swale located at
the n’ly side that was constructed as part of the original site development and
maintained by Homeowner Association. Discharge from the swale outlets to
Cazadero Street. Capacity of the existing concrete swale in the lot is as follows:
W = 2.5 ft , Depth of conc. Swale = 0.77 ft (worst case), A = 0.96 sq. ft.,
R = 0.33 ft , S = 4.7% (worst case)
Q=1.486xAxR2/3xS1/2/n, Q=1.486x0.96x0.33(2/3)x0.047(1/2)/0.012 = 12.3 cfs
3.2 Methodology
3.2.1 Rational Method: Peak Flow
Runoff calculations for this study were accomplished using the Rational Method.
The Rational Method is a physically-based numerical method where runoff is
assumed to be directly proportional to rainfall and area, less losses for infiltration
and depression storage. Flows were computed based on the rational formula:
Q=CiA
Where…. Q=peak discharge(cfs);
C=runoff coefficient, based on land use and soil type;
i=Rainfall intensity(in/hr);
A=watershed area(acre)
The runoff coefficient represents the ratio of rainfall that runs off the watershed
versus the portion that infiltrates to the soil or is held in depression storage. The
runoff coefficient is dependent on the land use coverage and soil type.(land use
for this project is low Density residential 1 DU/A or less). The proposed project
area based on the hydrologic soil group map, is located on the soil group D.
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For a typical drainage study, rainfall intensity varies with the watershed time of
concentration. The watershed time of concentration at any given point is defined
as the time it would theoretically take runoff to travel from the most upstream
point in the watershed to a concentration point.
Rational Method calculation was accomplished using hand calculations.
Peak discharges were computed for 50-year and 100-year hypothetical storm
return frequencies based on San Diego County Hydrology Manual and are
presented in the hydrology and drainage analysis section of this report.
Section 4 Hydrology and Drainage Analysis
This section summarizes the quantitative hydrologic analysis of the existing and
proposed conditions of the site. The existing site is vacant with no impervious
area. The proposed project site is composed of mainly roof area and
walk/driveway areas which drain toward the planter boxes and over flow/under
drain to the concrete swale located at north side of the lot.
4.1 Summary of drainage delineation
The proposed construction includes a two-story single family residence with an
attached garage. Run-off will be from the roof area and walk/driveways around
the units. Impermeable area run-off is proposed to be collected through area
drainage system and discharged into planter boxes as part of proposed BMPs to
meet requirements of LID.
This project site utilizes stormwater pollutant control BMPs and the calculations
and sizing method are based on City of Carlsbad BMP Design Manual, Appendix
B and according to BF-1 sizing requirements.
4.2 Calculations
The following tables and calculations summarize the results of the peak runoff for
both existing and proposed conditions. It should be noted that the data used in
this report which include the (85th percentile 24 hour Isopluvial map, Soil
Hydrologic groups), Nomograph for Determination of Time of concentration, 50
Year Rainfall Isopluvials and 100 Year Rainfall Isopluvials are based on San
Diego County Hydrology Manual and are presented in the appendix section of
this report.
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Proposed Condition:
Total Lot Area = 33157 sq-ft = 0.761 acres
Total Impervious area = 8589 sq-ft (25.9%)
• Roof/Balcony area = 6749 sq-ft.
• Driveway area = 1061 sq-ft.
• Impervious walkway = 779 sq-ft.
Total Pervious area = 24568 sq-ft. (74.1%)
• Landscaping = 19821 sq-ft.
• Permeable pavers = 2826 sq-ft.
• Grass permeable pavers = 884
• Dirt/Gravel walkway = 295 sq-ft.
• Pool area = 742 sq-ft. (Not contributing to the swale)
Existing/Undeveloped condition: C = 0.35
Subarea
Number
Area
(acres)
Soil
Group
Storm
Frequency(yr)
Rainfall
Intensity(in/hr)
Tc
Value(min.)
Flowrate
(cfs)
A 0.761 D 50 6.59 5 1.755
0.761 D 100 7.11 5 1.894
Proposed condition: C = 0.63
Subarea
Number
Tributary
Area
(acres)
Soil
Group
Storm
Frequency
(yr)
Rainfall
Intensity(in/hr)
Tc
Value(min.)
Flowrate
(cfs)
P.B.#1 0.1325 D 50 3.50 13.31 0.292
0.1325 D 100 3.78 13.31 0.315
P.B.#2 0.0645 D 50 3.58 12.86 0.145
0.0645 D 100 3.86 12.86 0.156
Pervious 0.5640 D 50 6.59 5.00 1.300
0.5640 D 100 7.11 5.00 1.403
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Peak Flow rate for Existing condition:
Tc = [11.9 x (L3) / ΔE]0.385 (see FIG.3-4 for Determination of Tc).
L = 255 ft (for north-south dir. of the lot, most upstream pt. to pt. of
discharge)
ΔE = 46 ft (516’-470’) (change in elevation along effective slope line)
Tc = [11.9 x (255’/5280)3 / 46’]0.385
Tc = 0.0179 hr = 1.076 min. < 5 min.
used Tc = 5 min.
I = 7.44 x P6 x D(-0.645) (see Appendix for Intensity-Duration Design chart Fig. 3-1)
P6 = 2.5 in (from 50 year storm frequency see Appendix for 50 year 6 hours
Isopluvials map).
I =7.44 x 2.5 x 5(-0.645) = 6.59 in/hr
Q = C I A
C = 0.35 (From Table 3-1 of SDC Hydrology Manual and soil group D)
Q = 0.35 x 6.59 x 0.761 = 1.755 cfs. (Peak Flow Rate for 50 year frequency).
P6 = 2.7 in (see Appendix for 100 year 6 hours Isopluvials map).
I = 7.44 x 2.7 x 5(-0.645) = 7.11 in/hr (see Appendix for Intensity-Duration chart)
Q = C. I. A
Q(100yr) = 0.35 x 7.11 x 0.761 = 1.894 cfs. (Peak Flow Rate for 100 year
frequency for existing condition).
Peak Flow rate for proposed condition:
-Time of concentration and Q for Planter Box # 1 and to the swale:
Tc = Ti + Tt (From SDC Hydrology Manual 3.1.4.1).
Ti = 12.20 min. (From Table 3-2 of SDCHM for s= 0.5% at point 1A).
Tt = L / V (From SDC Hydrology Manual 3.1.4.2(b)).
V = 1.486xR(2/3)x S(1/2) / n
For a 4 in pipe from downspouts to P.B.#1, S=1%, L1=137 ft:
R = A/P = 0.087/1.047 = 0.083 (for 4” pipe from downspout to P.B.#1)
V1 = 1.486x0.083(2/3)x0.01(1/2) / 0.011
V1 = 2.57 ft/s
Tt1 = 137 / 2.57 = 53.31 s = 0.888 min
For a 6 in pipe from P.B. # 1 to the concrete swale, S=12%, L2=155 ft:
R = A/P = 0.196/1.57 = 0.125 (for 6”pipe from P.B.#1 to conc. Swale)
V2 = 1.486x0.125(2/3)x0.12(1/2) / 0.011
V2 = 11.7 ft/s
L2 = 155 ft (length from P.B. # 1 to conc. swale)
Tt2 = 155 / 11.7 = 13.25 s = 0.221 min
Tc = 12.2 + 0.888 + 0.221 = 13.31 min (Tc at discharge point 2A)
I = 7.44 x P6 x D(-0.645)
P6 = 2.5 in (from 50 year storm frequency see Appendix for 50 year 6 hr.
Isopluvial map).
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9 | P a g e
I50 =7.44 x 2.5 x 13.31(-0.645) = 3.50 in/hr
Q = C.I.A
C = 0.63* (Table 3-1 of SDCHM).
A = 0.1325 ac. (tributary area to P.B.#1)
Q50 = 0.63 x 3.50 x 0.1325 = 0.292 cfs (for 50yr 6hr. at discharge point 2A).
P6 = 2.7 in (see Appendix for 100 year 6 hr. Isopluvial map).
I100 =7.44 x 2.7 x 13.31(-0.645) = 3.78 in/hr.
Q = C.I.A
C = 0.63* (Table 3-1 of SDCHM).
Q100 = 0.63 x 3.78 x 0.1325 = 0.315 cfs (for 100yr 6hr. at discharge point 2A).
-Time of concentration and Q for Planter Box#2 and to the swale:
Tc = Ti + Tt (From SDC Hydrology Manual 3.1.4.1).
Ti = 12.2 min. (From Table 3-2 of SDCHM for s=0.5% at point 1B)
Tt = L / V (From SDC Hydrology Manual 3.1.4.2(b)).
V = 1.486xR(2/3)xS(1/2) / n
For a 4 in pipe from Driveway to P.B.#2, S=10%, L1=210 ft:
R = A/P = 0.087/1.047 = 0.083 (for 4” pipe from driveway to P.B.#2)
V = 1.486x0.083(2/3)x0.1(1/2) / 0.011
V1 = 8.13 ft/s
Tt1 = 210 / 8.13 = 25.83 s = 0.431 min
For a 6in pipe from Planter Box # 2 to the concrete swale, S=12%, L2=161 ft:
R = A/P = 0.196/1.57 = 0.125 (for 6” pipe from P.B.#2 to conc. Swale)
V = 1.486x0.125(2/3)x0.12(1/2) / 0.011
V = 11.7 ft/s
L2 = 161 ft (length from planter box #2 to conc. swale)
Tt2 = 161 / 11.7 = 13.76 s = 0.229 min
Tc = 12.2 + 0.431 + 0.229 = 12.86 min (Tc at discharge point 2B).
I = 7.44 x P6 x D (-0.645)
P6 = 2.5 in (from 50 year storm frequency see Appendix for 50 year 6 hr.
Isopluvial map).
I50 =7.44 x 2.5 x 12.86(-0.645) = 3.58 in/hr
Q = C.I.A
C = 0.63* (Table 3-1 of SDCHM).
A = 0.0645 ac. (tributary area toP.B.#2)
Q50 = 0.63 x 3.58 x 0.0645 = 0.145 cfs (for 50yr 6hr. at discharge point 2B).
P6 = 2.7 in (see Appendix for 100 year 6 hr. Isopluvial map).
I100 =7.44 x 2.7 x 12.86(-0.645) = 3.86 in/hr.
Q = C.I.A
C = 0.63* (Table 3-1 of SDCHM for 90% impervious area).
Q100 = 0.63 x 3.86 x 0.0645 = 0.156 cfs (for 100yr 6hr. at discharge point 2B).
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-Time of concentration and Q for pervious area:
Tc = [11.9 x (L3) / ΔE] 0.385 (see FIG.3-4 for Determination of Tc).
L = 170 ft (for north-south dir. toward the conc. swale).
ΔE = 491.5’- 469.50 = 22 ft (change in elevation)
Tc = [11.9 x (170’/5280)3 / 22’] 0.385
Tc = 0.0149 hr = 0.895 min. < 5 min.
Used Tc = 5 min.
I = 7.44 x P6 x D(-0.645) (see Appendix for Intensity-Duration Design chart Fig. 3-1)
P6 = 2.5 in (from 50 year storm frequency see Appendix for 50 year 6 hr.
Isopluvial map).
I =7.44 x 2.5 x 5(-0.645) = 6.59 in/hr
Q = C.I.A
C = 0.35 (From Table 3-1 of SDC Hydrology Manual and soil group D)
A pervious = 0.564 ac.
Q50 = 0.35 x 6.59 x 0.564 = 1.300 cfs. (for 50 yr. 6hr. at discharge point 2B).
P6 = 2.7 in (see Appendix for 100 yr. 6 hr. Isopluvial map).
I = 7.44 x 2.7 x 5(-0.645) = 7.11 in/hr (see Appendix for Intensity-Duration chart)
Q = C.I.A
A pervious = 0.564 ac.
Q100 = 0.35 x 7.11 x 0.564 = 1.403 cfs. (for 100 yr. 6 hr. at discharge point 2B).
Total Q100 at discharge point 2B = 0.315+0.156+1.403 = 1.874 cfs.<1.894 cfs.Ok,
close enough
Q(100 yr. Proposed) < or = Q(100 yr. Existing)
*Value of C=0.63 was used to calculate proposed run-off the site to be less
or equal value of existing on-site run-off for 100 year storm. The reduced
value of C by 25% is due in fact that the proposed planter boxes will retain
and slow the runoffs before releasing thru over-flow pipes that further are
directed into a rip-rap (blocking) which will infiltrate portion of run-off
before ending up in to the existing swale at the rear of site.
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11 | P a g e
Section 5 Volume & Flow rate calculation
A.1 Method for calculating standard Urban Storm water mitigation plan flow rates
and volumes based on 85th percentile precipitation isopluvial map.
Pre development condition characteristics:
A Total: 0.761 ac.
Type of development: Open Space/vacant
Predominate Soil Group D
% of project Impervious(Ai) 0.0
% of project Pervious(Ap) 100.0
% of project contributing(Au) 100.0
Undeveloped Area
Ai 0.0 (ac)
Ap 0.761 (ac)
Au 0.761 (ac)
Post development condition characteristics:
A Total: 0.761 ac.
Type of development: Single Family
Predominate Soil Group D
% of project Impervious 25.9
% of project Pervious 74.1
% of project contributing 0
Undeveloped Area
Ai 0.197 (ac)
Ap 0.564 (ac)
Au 0.0 (ac)
Choice of BMP’s:
a) Infiltration system:
Not feasible, due to soils condition and also locating on a
hillside area.
b) Planter box (biofiltration):
OK,
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Two Planter boxes are proposed to mitigate the rate of stormwater
discharge.
The Design and sizing method for planter boxes is based on City of
Carlsbad BMP Design Manual, Appendix E and BF-1 requirements.
Tributary area to planter box # 1:
Tributary area to planter box # 1 are Roof areas:
A+B+C+D+E+G+J+I+Walkway = 5776 sq-ft.
DCV = C x d x A x 43560 x (1/12)
C = 0.9 (from Table B.1-1 of Appendix B)
Impervious area adjustment factor = 0.86 (from table B.2-1 and soil group
D)
C = 0.9 x 0.86 = 0.774
d = 0.7 in (from 85th percentile 24-hr Isopluvials map)
A = 5776 sq-ft. = 0.1325 ac.
DCV = 0.774 x 0.7 x 0.1325 x 43560 x (1/12) = 260.78 cu-ft.
Sizing procedure is based on worksheet B.5-1 of Appendix B of COC BMP
Design Manual.
1) DCV = 260.78 cu-ft.
2) Infiltration rate = 5 in/hr. S.F. = 3 k(design) = 5/3 = 1.667 in/hr.
3) Allowable Drawdown time for aggregate storage below the
underdrain = 36 hrs.
4) Depth of runoff that can be infiltrated (Line 2 x line 3)
k(design) x Drawdown time = 1.667 x 36 = 60 in
5) Aggregate pore space = 0.4 in/in
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6) Required depth of gravel below the underdrain
(Line4/Line5) = 60/0.4 = 150 in
7) Assumed surface area of the biofiltration BMP = 36.5 sq-ft.
8) Media retained pore storage = 0.1 in/in
9) Volume retained by BMP
[[Line4+(Line12xLine8)]/12]xLine7 =
[[60+(24x0.1)]/12]x36.5 = 189.8 cu-ft.
10) DCV that requires biofiltration [Line1–Line9] =
260.78 cu-ft (Since there is no infiltration to the ground, we
don’t deduct and take the whole amount of DCV in Line 1).
11) Surface ponding (6in minimum,12 in maximum)= 6 in
12) Media thickness [18 inches minimum] = 24 in.
13) Aggregate storage above underdrain invert(12in
typical) use 0 in. for sizing if the aggregate is not over the
entire bottom surface area. = 12 in.
14) Media available pore space = 0.2 in./in.
15) Media filtration rate to be used for sizing = 5 in/hr.
16) Allowable Routing Time for sizing = 6 hrs.
17) Depth filtered during storm[Line15xLine16]=5x6=30in
18) Depth of detention storage
[Line11+(Line12 x Line 14)+(Line13 x Line 5)] =
[6 + (24x0.2)+(12x0.4)] = 15.6 in.
19) Total depth treated [Line17+ Line18]=30+15.6=45.6in
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20) Required biofiltered volume
[1.5x Line10] = 1.5 x 260.78 = 391.17 cu-ft.
21) Required footprint [ Line20/ Line19]x12 =
[391.17/45.6] x12 = 102.94 sq-ft.
22) Required storage (surface+ pores) Volume
[0.75xLine10] = [0.75x260.78] = 195.58 cu-ft.
23) Required footprint [line22/ line18]x12 =
[195.58/15.6]x12 = 150.44 sq-ft.
24) Area drainage to the BMP = 5776 sq-ft.
25) Adjusted Runoff Factor for drainage area = 0.774
26) Minimum BMP footprint [Line24x line25x0.03] =
5776 x 0.774 x 0.03 = 134.12 sq-ft.
27) Footprint of the BMP =
Max(Min(Line21,Line23),Line26) =
Max(Min(102.94,150.44),134.12) = 134.12 sq-ft
Area provided = 248 sq-ft > 134.12 sq-ft.
Tributary area to planter box # 2:
Tributary area to planter box # 2 are
F + H + Driveway = 2813 (ft2)
DCV = C x d x A x 43560 x (1/12)
C = 0.9 (from Table B.1-1 of Appendix B)
Impervious area adjustment factor = 0.86 (from table B.2-1 and soil group
D)
C = 0.9 x 0.86 = 0.774
d = 0.7 in (from 85th percentile 24-hr Isopluvials map)
A = 2813 sq-ft. = 0.0645 ac.
DCV = 0.774 x 0.7 x 0.0645 x 43560 x (1/12) = 127.00 cu-ft.
Sizing procedure is based on worksheet B.5-1 of Appendix B of SDCHM.
C IV Ii.. ENGINEERS
1 545 NORTH VERDUGO ROAD, SUITE #2
GLENDALE, CALIFORNIA 9 1 20B
TEL: B 1 B.547.0543 FAX: B 1 B.547.1 074
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15 | P a g e
1) DCV = 127.00 cu-ft.
2) Infiltration rate = 5 in/hr.
S.F. = 3
k(design) = 5/3 = 1.667 in/hr.
3) Allowable Drawdown time for aggregate storage below the
underdrain = 36 hrs.
4) Depth of runoff that can be infiltrated (Line 2 x line 3)
k(design) x Drawdown time = 1.667 x 36 = 60 in
5) Aggregate pore space = 0.4 in/in
6) Required depth of gravel below the underdrain (Line4/Line5)
= 60/0.4 = 150 in
7) Assumed surface area of the biofiltration BMP = 30 sq-ft.
8) Media retained pore storage = 0.1 in/in
9) Volume retained by BMP [[Line4+(Line12xLine8)]/12]xLine7 =
[[60+(24x0.1)]/12]x30 = 156 cu-ft.
10) DCV that requires biofiltration[Line1–Line9]=127.00 c.f.
(Since there is no infiltration to the ground, we don’t deduct
and take the whole amount of DCV in Line 1).
11) Surface ponding (6in minimum,12 in maximum)= 6 in
12) Media thickness [18 inches minimum] = 24 in.
13) Aggregate storage above underdrain invert(12in
typical) use 0 in. for sizing if the aggregate is not over the
entire bottom surface area. = 12 in.
14) Media available pore space = 0.2 in./in.
C IV Ii.. ENGINEERS
1 545 NORTH VERDUGO ROAD, SUITE #2
GLENDALE, CALIFORNIA 9 1 20B
TEL: B 1 B.547.0543 FAX: B 1 B.547.1 074
EMAIL: HAYK@;-ECHNALAND.C□M
16 | P a g e
15) Media filtration rate to be used for sizing = 5 in/hr.
16) Allowable Routing Time for sizing = 6 hrs.
17) Depth filtered during storm[Line15xLine16]=5x6=30in
18) Depth of detention storage
[Line11+(Line12 x Line 14)+(Line13 x Line 5)] =
[6 + (24x0.2)+(12x0.4)] = 15.6 in.
19) Total depth treated [Line17+ Line18]=30+15.6=45.6in
20) Required biofiltered volume [1.5x Line10] =1.5 x 127.00
= 190.50 cu-ft.
21) Required footprint [Line20/Line19]x12= [190.5/45.6]x12
= 50.13 sq-ft.
22) Required storage (surface+ pores) Volume
[0.75xLine10] = [0.75x127] = 95.25 cu-ft.
23) Required footprint [line22/ line18]x12 =
[95.25/15.6]x12 = 73.27 sq-ft.
24) Area drainage to the BMP = 2813 sq-ft.
25) Adjusted Runoff Factor for drainage area = 0.774
26) Minimum BMP footprint [Line24x line25x0.03] =
2813 x 0.774 x 0.03 = 65.32 sq-ft.
27) Footprint of the BMP =
Max(Min(Line21,Line23),Line26) =
Max(Min(50.13,73.27),65.32) = 65.32 sq-ft
Area provided = 178 sq-ft > 65.32 sq-ft. OK
C IV Ii.. ENGINEERS
1 545 NORTH VERDUGO ROAD, SUITE #2
GLENDALE, CALIFORNIA 9 1 20B
TEL: B 1 B.547.0543 FAX: B 1 B.547.1 074
EMAIL: HAYK@;-ECHNALAND.C□M
17 | P a g e
-ORIFICE SIZING
Runoff Ratio = 0.244 (cfs./ac.) (Fr. Table G.2-2 of COC BMP Manual for
Oceanside basin, soil Group D and steep slope)
Tributary Area to Planter Box#1 = 5776 sq-ft.
Predeveloped Flow rate (Q2) = A (ac.) x (Runoff Ratio)
Q2 = (5776/43560) x 0.244 = 0.032 cfs.
Post construction flow rate from P.B. #1 (Q100) = 0.462 cfs
Q = 1.486xAxR(2/3)xS(1/2)/0.011
0.032 = 1.486xAxR(2/3)x0.128(1/2)/0.011
AxR(2/3)= 6.621x10(-4) → d= 1.62 in So Use orifice plate with 1in hole diameter for
P.B.#1 outlet structure.
-Runoff Ratio = 0.244 (cfs./ac.) (Fr. Table G.2-2 of COC BMP Manual for
Oceanside basin, soil Group D and steep slope)
Tributary Area to Planter Box#2 = 2813 sq-ft.
Predeveloped Flow rate (Q2) = A (ac.) x (Runoff Ratio)
Q2 = (2813/43560) x 0.244 = 0.0157 cfs.
Post construction flow rate from P.B. #2 (Q100) = 0.225 cfs
Q = 1.486xAxR(2/3)xS(1/2)/0.011
0.0157 = 1.486xAxR(2/3)x0.128(1/2)/0.011
AxR(2/3)= 3.248x10(-4) → d=1.24in~ 1in So Use orifice plate with 1in hole diameter
for P.B.#2 outlet structure.
Section 6
Pipe Sizing
Q = 1.486 x A x R(2/3) x S(1/2)
n
S = 0.01 (Min.)
n = 0.011 (for PVC.)
C IV Ii.. ENGINEERS
1 545 NORTH VERDUGO ROAD, SUITE #2
GLENDALE, CALIFORNIA 9 1 20B
TEL: B 1 B.547.0543 FAX: B 1 B.547.1 074
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18 | P a g e
Roof Subarea E + I
Peak Flow Rate(Q) = 0.124 cfs (see summary table on page 7)
Try 4 (in) pipe :
d = 4 (in) A pipe = 0.087 (ft2)
Full pipe P = 1.047 (ft)
R = A/P = 0.083 (ft)
Q = 1.486 x 0.087 x 0.083^(2/3) x 0.01^(1/2) / 0.011
Q(4") = 0.225 > 0.124 (cfs) OK (See SHT.3 for Roof E+I)
Roof subarea E + I + D :
Peak Flow Rate(Q) = 0.165 (cfs)
Try 4 (in) pipe :
d = 4 in A pipe = 0.087 (ft2)
S = 0.01 P = 1.047 (ft)
R=A/p= 0.083 (ft)
Q(4”) = 0.225 cfs > 0.165 cfs OK (SeeSHT.3 for E+I+D)
Roof subarea E+I+D+C :
Q = 0.262 (cfs)
Try 4 (in) pipe :
C IV Ii.. ENGINEERS
1 545 NORTH VERDUGO ROAD, SUITE #2
GLENDALE, CALIFORNIA 9 1 20B
TEL: B 1 B.547.0543 FAX: B 1 B.547.1 074
EMAIL: HAYK@;-ECHNALAND.C□M
19 | P a g e
d = 4 (in)
A pipe = 0.087 (ft2)
S = 0.015
P = 1.047 (ft)
R=A/p = 0.083 (ft)
Q(4") = 0.275 cfs > 0.262 cfs OK (See SHT.3 for E+I+D+C )
Roof subarea B + G :
Q = 0.127 (cfs)
Try 4 (in) pipe :
d = 4 (in) → Q = 0.225 cfs > 0.127 cfs OK
Walkway subarea:
Q = 0.063 (cfs)
Try 4 (in) pipe : A pipe = 0.087 (ft2)
P = 1.047 (ft)
R = A/P = 0.083 (ft)
Q = 0.225 cfs > 0.063 cfs OK
Roof subarea F :
Q = 0.145 (cfs)
Try 4 (in) pipe :
d = 4 (in) → Q = 0.225 cfs > 0.145 cfs OK (See SHT.3 for Roof F)
S = 0.01
Roof subarea H :
Q = 0.052 (cfs)
Try 3 (in) pipe :
d = 3 (in) → Q = 0.104 cfs > 0.052 cfs OK (See SHT.3 for Roof H)
Driveway subarea :
Q = 0.34 (cfs)
Try 4 (in) pipe :
S= 0.025
d = 4 (in) → Q = 0.353 cfs > 0.34 cfs OK (See SHT. 3 for Driveway)
C IV Ii.. ENGINEERS
1 545 NORTH VERDUGO ROAD, SUITE #2
GLENDALE, CALIFORNIA 9 1 20B
TEL: B 1 B.547.0543 FAX: B 1 B.547.1 074
EMAIL: HAYK@;-ECHNALAND.C□M
20 | P a g e
APPENDIX
C IV Ii.. ENGINEERS
1 545 NORTH VERDUGO ROAD, SUITE #2
GLENDALE, CALIFORNIA 9 1 20B
TEL: B 1 B.547.0543 FAX: B 1 B.547.1 074
EMAIL: HAYK@;-ECHNALAND.C□M
I I I
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San Diego County85th Percentile Isopluvials
THIS MAP/DATA IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESSFOR A PARTICULAR PURPOSE. Note: This product may contain information from the SANDAGRegional Information System which cannot be reproduced without the written permission of SANDAG. Thisproduct may contain information reproduced with permission granted by RAND MCNALLY & COMPANY® to SanGIS. This map is copyrighted by RAND MCNALLY & COMPANY®. It is unlawful to copy or reproduceall or any part thereof, whether for personal use or resale, without the prior, written permission ofRAND MCNALLY & COMPANY®. Copyright 2011 Eagle Aerial Imaging, all rights reserved. Copyright SanGIS 2011 - All Rights Reserved. Full text of this legal notice can be found at: http://www.sangis.org/Legal_Notice.htm
Projection: State Plane, Zone VI, Datum NAD 83. Units Feet.O:\FLOOD_CONTROL\85th_Percentile_Iso\85th_Percentile_Isopluvials_36x48.mxdCounty of San Diego, LUEG GIS, 11/30/11
Note:The 85th percentile is a 24-hour rainfall total.It represents a value such that 85% of the observed 24-hour rainfall totals will be less than that value.
0 2 413 Miles
Z
85th Percentile Rainfall in Inches
Freeway
Highway
Major Road
Street
Municipal Boundary
Water Body
10.0
9.0
8.0
7.0
::i 0 .c <ii Q) .c
6.0
5.0
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3.0
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I =
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EQUATION
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Intensity (in/hr)
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Duration (min)
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1.5
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Intensity-Duration Design Chart • Template
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.
Application Form:
(a) Selected frequency ___ year
p
(b) p6 = --in., P24 = --'P 6 = %(2J
24
(c) Adjusted p6<2> = __ in.
(d) Ix= __ min.
(e) I = __ in./hr .
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
I
P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6
Duration I I I I I I I I I I I I
5 2.63 3.95 5.27 6.59 7.90 9.22 10.54 11.86 13.17 14.49 15.81
7 2.12 3.18 4.24 5.30 6.36 7.42 8.4f 9.54 10.60 11.66 12.72
10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27-'Th.ff
15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 5.84 6.49 7.13 7.78
20 1.08 1.62 2.15 2.69 3.23 3.77 4.31 4.85 5.39 5.93 6.46 -25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 5.60
30 0.83 1.24 1.66 2.07 2.49 2.90 3.32 3.73 4.15 4.56 4.98 ~ 0.69 1.03 1.38 1.72 2.07 2.41 2.76 3.10 3.45 3.79 4.13
50 0.60 0.90 1.19 1.49 1.79 2.09 2.39 2.69 2.98 '3.28 3.58
60 0.53 0.80 1.06 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.18
90 0.41 0.61 0.82 1.02 '1.23 1.43 1-1.63 1.84 2.04 2.25 '2.45
120 0.34 0.51 0.68 0.85 1.02 1.19 1.36 1.53 1.70 1.87 2.04
150 0.29 0.44 0.59 0.73 0.88 ·1.03 1.18 1.32 1.47 1.62 1.76
180 0.26 0.39 0.52 0.65 0.78 0.91 1.04 1.18 1.31 1.44 1.57
240 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 1.19 1.30
300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13
360 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00
FIG U RE ~
San Diego County Hydrology Manual
Date: June 2003
Section:
Page:
3
12 of26
Note that the Initial Time of Concentration should be reflective of the general land-use at the
upstream end of a drainage basin. A single lot with an area of two or less acres does not have
a significant effect where the drainage basin area is 20 to 600 acres.
Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in
hydrology studies. Initial Ti values based on average C values for the Land Use Element are
also included. These values can be used in planning and design applications as described
below. Exceptions may be approved by the "Regulating Agency" when submitted with a
detailed study.
Table 3-2
MAXIMUM OVERLAND FLOW LENGTH (LM)
& INITIAL TIME OF CONCENTRATION (Ti)
Element* DU/ .5% 1% 2% 3% 5% 10%
Acre LM Ti LM Ti LM Ti LM Ti 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 2.9 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 6.4 100 5.7 100 4.5
MDR 14.5 50 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.Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7
G.Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4
O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 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
3-12
.0.E
Feet
5000
4000
Tc
Tc
L
.0.E
=
=
= =
EQUATION (1~~3)0.385
Time of concentration (hours)
Watercourse Distance lmlfes)
Change in elevation along
effective slope line (See Figure 3-S)(feet)
3000 Tc
Hours Minutes
4
3
2
40
30
20
18 .
3000 16
0.5 ' ' 14
2000 ' ' 12
1800 ' 30 '"'
1600 ' 10
' 9
8
20 "' 7
~ 6
5
10 "' 4
3
b.E L
SOURCE: California Division of Highways (1941) and Kirpich (1940)
Nomograph for Determination of
Time of Concentration (Tc) or Travel Time (Tt) for Natural watersheds
FIGURE
~
San Diego County Hydrology Manual
Date: June 2003
Table 3-1
Section:
Page:
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient "C"
Soil TyPe
NRCS Elements Coun Elements %IMPER. A B
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
6 of26
D
0.35
0.41
0.46
0.49
0.52
0.57
0.60
0.63
0.71
0.79
0.79
0.82
0.85
0.85
0.87
*The values associated with 0% impervious may be used for direct calculation of the 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
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs --... � ... 1m ...... ...l"'I l:!!J.1.W� ,-,1vA11•u ,.=-,11u11L •--... :fri'in----.•■m•j� I 1 .... .... Remaining DCV after implementing retention BMPs Partial Retention 2 Infiltration rate from Form I-9 if partial infiltration is feasible 3 Allowable drawdown time for aggregate storage below the underdrain 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] 5 Aggregate pore space 6 Required depth of gravel below the underdrain [Line 4/ Line 5] 7 Assumed surface area of the biofiltration BMP 8 Media retained pore storage 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8) ]/ 12] x Line 7 10 DCV that requires biofiltration [Line 1 -Line 9] BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] 12 Media Thickness [18 inches minimum], also add mulch layer thickness to this line for sizing calculations 13 Aggregate Storage above underdrain invert (12 inches typical) -use 0 inches for sizing if the aggregate is not over the entire bottom surface area 14 Media available pore space 15 Media filtration rate to be used for sizing (5 in/hr. with no outlet control; if the filtration is controlled by the outlet, use the outlet controlled rate) Baseline Calculations 16 Allowable Routing Time for sizing 17 Depth filtered during storm [ Line 15 x Line 16] 18 Depth of Detention Storage [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 19 Total Depth Treated [Line 17 + Line 18] Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume [1.5 x Line 10] 21 Required Footprint [Line 20/ Line 19] x 12 Option 2 -Store 0.75 of remainin� DCV in pores and pondin� 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 23 Required Footprint [Line 22/ Line 18] x 12 Footprint of the BMP 24 Area draining to the BMP 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) a.11.., I - -1T:T!:Jij•:lflfl cubic-feet in/hr. 36 hours inches 0.40 in/in inches sq-ft 0.1 in/in cubic-feet cubic-feet inches inches inches 0.2 in/in 5 in/hr. 6 hours 30 inches inches inches cubic-feet sq-ft cubic-feet sq-ft sq-ft sq-ft sq-ft Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area in Line 7 until its equivalent to the required biofiltration footprint (either Line 21 or Line 23) B-26 February 2016 260.78
FOR PLANTER BOX # 1
1.667
60
150
36.5
189.8
260.78
6
24
12
15.6
45.6
391.17
102.94
195.58
150.44
5776
0.774
134.12
134.12
_,,. ... -=
_,
-----11"1!~ ......,,
J --I .,\•& l ---.I r . c:= ~ ., ----....
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs --... � ... 1m ...... ...l"'I l:!!J.1.W� ,-,1vA11•u ,.=-,11u11L •--... :fri'in----.•■m•j� I 1 .... .... Remaining DCV after implementing retention BMPs Partial Retention 2 Infiltration rate from Form I-9 if partial infiltration is feasible 3 Allowable drawdown time for aggregate storage below the underdrain 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] 5 Aggregate pore space 6 Required depth of gravel below the underdrain [Line 4/ Line 5] 7 Assumed surface area of the biofiltration BMP 8 Media retained pore storage 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8) ]/ 12] x Line 7 10 DCV that requires biofiltration [Line 1 -Line 9] BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] 12 Media Thickness [18 inches minimum], also add mulch layer thickness to this line for sizing calculations 13 Aggregate Storage above underdrain invert (12 inches typical) -use 0 inches for sizing if the aggregate is not over the entire bottom surface area 14 Media available pore space 15 Media filtration rate to be used for sizing (5 in/hr. with no outlet control; if the filtration is controlled by the outlet, use the outlet controlled rate) Baseline Calculations 16 Allowable Routing Time for sizing 17 Depth filtered during storm [ Line 15 x Line 16] 18 Depth of Detention Storage [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 19 Total Depth Treated [Line 17 + Line 18] Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume [1.5 x Line 10] 21 Required Footprint [Line 20/ Line 19] x 12 Option 2 -Store 0.75 of remainin� DCV in pores and pondin� 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 23 Required Footprint [Line 22/ Line 18] x 12 Footprint of the BMP 24 Area draining to the BMP 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) a.11.., I - -1T:T!:Jij•:lflfl cubic-feet in/hr. 36 hours inches 0.40 in/in inches sq-ft 0.1 in/in cubic-feet cubic-feet inches inches inches 0.2 in/in 5 in/hr. 6 hours 30 inches inches inches cubic-feet sq-ft cubic-feet sq-ft sq-ft sq-ft sq-ft Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area in Line 7 until its equivalent to the required biofiltration footprint (either Line 21 or Line 23) B-26 February 2016 127.00
FOR PLANTER BOX # 2
1.667
60
150
30
156
127.00
6
24
12
15.6
45.6
190.50
50.13
95.25
73.27
2813
0.774
65.32
65.32
_,,. ... -=
_,
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GARDENARTIFICIAL TURFHOTTUBSWIMMING POOL1%13.6%7%3:1 SlopeSeatingWall7%13%3:1 SlopeBW478.00'480.60'TW482.60'490.60'BW480.60'509.67'510.23'494.90'494.60'494.90'490.60'3:1 SlopePLANTER BOX # 2 TRIB. AREA = 2813 S.F.FDRIVEWAYHA provided = 178 SF.dp = 6"V(design) = 127.00 CU.FT.PLANTER BOX # 1 V(design) = 260.78 CU.FT.A (provided) = 248 SF.TRIB. AREA = 5776 S.F.dp = 6"ACEGWALKWAYDJIBTRIBUTARY AREA TOPLANTER BOX #1TRIBUTARY AREA TOPLANTER BOX #2LEGEND:ROOF A = 1319.00 sq-ft. = 0.0302 ac.ROOF B = 653.00 sq-ft. = 0.0150 ac.ROOF C = 919.00 sq-ft. = 0.0211 ac.ROOF D = 323.00 sq-ft. = 0.0074 ac.ROOF E = 312.00 sq-ft. = 0.0071 ac.ROOF F = 1311.00 sq-ft. = 0.0301 ac.ROOF G = 455.00 sq-ft. = 0.0104 ac.ROOF H = 440.00 sq-ft. = 0.0101 ac.ROOF I = 814.00 sq-ft. = 0.0188 ac.BAL. J = 124.00 sq-ft. = 0.0028 ac.Q100 TO POINT 2A = 0.462 cfs.Q100 TO POINT 2B = 0.225 cfs.Q100 TO PERVIOUS AREA = 1.403 cfs.ROOF/BALCONY CATCHMENT AREAS:TRIB. AREA TOP.B. #2TRIB. AREA TO P.B. #1& "· ~• O)V ~ k?. ~•'-•"" I\ ~· ~ ~ '1-. ~ t l1 ~ i> 8 --➔ 0 ➔ ➔ ➔ ~--➔~---➔ -➔ -➔ .... ➔ ➔ ........._ --➔o ➔ ..;: ➔ --➔ ~' ➔ ➔ ➔ ➔ 9Nld\f~SQNVl ➔ -~,,,,,, ', ➔ ',lit➔ ', ............... I~_-=--- - -~ ~-::~::::::~::::::~::::::~::::::~::::::~::::::~:::::: - - - - -~ L~~•.•.• ... •.•.• ... •.•.• ... •.•.• ... •.•1• ... •.•.• ... •.•.• ... . ➔ ➔ ➔ ➔ ➔ ➔ -. -_/~_I.Yl~//7~~~ / / ...... ·.·.·.·.·.·.·.·.·.·.·.· ·.·.·.·.· .... . -~..=--=,.--~--..... v .... z ....... , .... z........... ➔ ➔ ➔ .... ·.·.·.;1:•:•:•;1:•:•:•:r•· ....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . :Ji~ ➔ \ • _ \:=t:t@:::::tJ:::tI:::#.~II:t ..... ~ ·····\········· ....... . ....... , ... . . . . . . . . . . . . . . . . . . ... . . . . . . . . . ........... . . . . . . . . . ............ . . . . . . . . . ............ . . . . . . . . . ........... . •;7.•.·.·.·.· ➔ ➔ \ .·.·.·.·.·.:.·.·.· ••••••••••• . \ . . . .. . . . . . .. ·.·.·.·.·~ ·.·.·. . . . . . . . . . . . . . . . . ·.·.·.·.·.·.· \ ·.·.· . . . . . . . . . . . . . . . . . . . . . . . . . . . ·.·~.·.·.·.· ➔ .•.•. . . . . . . . . . . . . . . . . . . . . . . . . . . \ .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ·.·.·•••·.·.➔.·-➔ ••••• . . . . . . . . . . . . . . . . . . . . . . 1........ \ ... . . . . . . . . .·.·.·.·.·.·' .·.·. ······7 .. . . . . . . . . . . . . . . . . .. ::::?::::~ :::: . • • ;7 •• ·-➔ \ .. :::::::::::::~ "\ :::: .. ······~ 7 •• :::::::::::::.-{;) :::: ······~ .. . . . . . . . ➔•••······ ➔ \ •••• ·.:::::::::.~ ::::. ··:·:·:,·:·~ ' \ :·:· . • • • 1/.• ~-:;l 7 •• . . . . . . . . . . . . . . . . . .. . . . . . . . . . ·:::::::::::➔ ➔\ ·::: . . . . . . . . . . . . . . . . . . .. . . . . . . . . . ::::;:::::::::. ➔ ·:=:=:•: . . . . . . . . \ ... . . . . . . . . . . . .. . . . . . . . . . . .. . ·.·.·.·.·.·;7·····-➔ •••••• . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . . . ,·::~:::::::::::::~ ·:::: . . . . . . . . .. . . . . . . . . . :=:➔:=:=:=:• ➔ :=: ·.·.·.·.·.·.·. \ ·.·. . . . . . . . . .. . . . . . . . . . . . . . . . . .. . . . . . . . .. ·.·.·.·.~·.· ..... 7.. ........... ·.·.·. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. =,: ~: ~: ~: ~: ~: ~: ~: ~: ~: ~: ~: ~: \:}~:}~:f :}~::::::*::. : ~: ~: ~:. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . ......... ~· ............... ·~ ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . ··=·=·=·~=·=·=·==·=·=,:=:=:=:=:=:=:~=:=:=:=:=:=:• ::::::::: . . . . . . . . . . . . . . . . .... 0~1d\t~sb~V1 -~----,----~----z ____ i -➔ -➔ ➔ ➔ --ci__ ----:!llillll!i!i!IIIIII~ )fftrnr r---n-+:~'l==,~1=-,-~~ -HI/I 1--
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