HomeMy WebLinkAboutSDP 16-15; VICTORY CARLSBAD OAKS LOT 5; HYDROLOGY STUDY; 2017-02-07PRIORITY PROJECT
HYDROLOGY STUDY
FOR:
SDP 16-15
CARLSBAD OAKS LOTS 5
CARLSBAD, CA
DWG 498-6A
PREPARED FOR:
VICTORY CARLSBAD OAKS INNOVATION CENTER LP
12200W. OLYMPIC BOULEVARD, SUITE 200
LOS ANGELES, CA 90064
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PREPARED BY:
EXCEL ENGINEERING
440 State Place
Escondido, CA 92029
Tel: (760) 745-8118
Project No: 16-03 7
DATE PREPARED:
October 27, 2016
DATE REVISED:
February 7, 2017 FEB 162017
LAND DEVELOP.:-
ENGJNEEi , u
Li Hydrology Study
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1 TABLE OF CONTENTS
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1.0 Project Description
1.1 Project Purpose
1.2 Project Proposed facilities
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2.0
3.0
Vicinity Map
Site Map
4.0 Description of Watershed
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4.1 Existing Conditions Topography
4.2 Existing Conditions + Project Conditions Topography
4.3 Hydrologic Unit Contribution
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5.0 Methodology
5.1 Hydrology Software
5.2 Routing Software
5.3 Hydraulics Software I 6.0 Calculations
6.1 Determine the Watershed that affects the project
6.2 Calculate Runoff Coefficient I 6.3 Calculate Storm Flows using the Rational Method
7.0 Mitigation Measures
I 7.1 Mitigation of Increased Runoff
7.2 Check Capacity of Existing Downstream Storm Drain Facilities
8.0 Summary
I 9.0 References
10.0 Declaration Of Responsible Charge
11.0 Attachments
I Attachment A - Site Map
Attachment B - Figures & Tables from the SD Hydrology Manual 2003
Attachment C - Watershed Information
I Watershed Map
Soils Index Map
Rainfall Isopluvial Maps
I Attachment D - Previously Approved Improvement Plans
Attachment E - Post Developed Q Calculations
Attachment F - Post Developed Hydrology Map
I Attachment G - Hydraulic Calculations (For Truck Dock Pump and Sizing)
GI. Purpose of Hydraulic Calculations
Methodology
I Calculations from Hydraulics Software
Summary
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Hydrology Study
1.0 PROJECT DESCRIPTION
1.1 Project Purpose
The purpose of this project is to receive approval from the City of Carlsbad on a
Site Development Plan (Minor) to construct a single industrial building on Lot 5
as well as the associated infrastructure and improvements on existing 5.24 acre
parcel for Lot 5.
1.2 Project Proposed Facilities
Lot 5
The project is proposing to build a single building with a total of 52,790 square
feet of useable building space between them for industrial, manufacturing, and/or
office use. As part of the new building, associated improvements will include the
installation of a combination service and delivery area in the interior drive aisle
on the north east end of the building (with a trash enclosure and detached truck
dock), approximately 1,902 square feet of outdoor patio area, 132 parking spaces,
and 49.3% of the site will be landscaped throughout the parking areas and
frontages. All necessary utilities (storm, sewer, water, dry, etc.) will be installed
as part of the project and tie into existing stubs provided for the site by City of
Carlsbad DWG No. 415-9.
Normal uses of such a development will generate storm water runoff with the
potential to carry pollutants to off-site tributaries. Biofiltration basins are planned
to be incorporated throughout the site to treat and detain runoff from impervious
and landscaped areas.
Victory Carlsbad Oaks Innovation Center Lp. is the recorded owner of the project
sites.
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Hydrology Study
2.0 VICINITY MAP
VICINITY
CITY OF OCEANSIDE
HIGHWAY _-1
NOT TO
SCALE
SITE
ITY OF VISTA
CITY OF
SAN MARCOS
ENCINITAS
3.0 SITE MAP
Please see Attachment A - Site map
4.0 DESCRIPTION OF WATERSHED
4.1 Existing Conditions Topography
The site is currently a mass graded pad being served by a completed Whiptail
Loop (East and West) that connects to Faraday Avenue and also served by
utilities (sewer, water, recycled water, storm drain, and dry utilities) based on City
of Carlsbad approved drawing numbers 415-9, 415-9A, 415-9J, and 415-91
(Carlsbad Oaks Phase 1 and Phase 2). Existing mass graded industrial pads sit to
the west, east, and north. Drainage flows from northeast to southwest as sheet
flow and is collected in one existing desiltation basin located at the southwest
corner of the site (installed as part of the Carlsbad Oaks mass grading operations).
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Once collected in this desiltation basin, the runoff flows through an existing storm
drainage pipe across the western property line into Whiptail Loop East where the
mainline storm drain system runs southerly along Whiptail Loop, across Faraday
I Avenue, and into an existing storm drainage detention basin formed by the
intersection of Faraday Avenue and El Fuerte Street (as referenced and designed
in the Rancho Carlsbad Channel & Basin Project Hydrology Study, by Rick
I Engineering - circa 1985). Once released from the detention basin (installed and
sized to detain the future Carlsbad Oaks Business Park 100-year flows as well as
runoff from the construction of Faraday Avenue) the flows are discharged into
I Agua Hedionda Creek back to the north of Faraday Avenue and ultimately Agua
Hedionda Lagoon and the Pacific Ocean. This represents the Carlsbad
Hydrologic Unit, Aqua Hedionda HA, Los Monos HSA (904.31).
1 4.2 Existing Conditions + Project Conditions Topography
I The Carlsbad Oaks Lots 5 Industrial project layout proposes to place the building
in the central portion of each of the property with the main drive aisle accessing
the site from Caribou Ct. at the northern end of the site. The pad sits lower than
I the driveway as the driveway declines down from Caribou Ct. to the graded pad
this sits east of the relatively steep Whiptail Loop East. The finish floor elevation
of the building is at a constant elevation running through the interior of the ' property. The exterior portions of the building drain in all directions away from
the building towards the biofiltration system. Once within the water quality
treatment systems, the stormwater infiltrates through the treatment medium into
I underdrains that route the flows to the private on site storm drainage system. This
system uses new piping to direct the flows to the existing storm drain stub
installed as part of the Carlsbad Oaks Business Park project and ties into the
I existing storm drainage system within Whiptail Loop East heading south toward
its outfall location.
I A recessed truck dock is to be installed along the eastern wall of the property
behind the proposed building. This private truck dock which is in highly traffic
rated area and will be monitored continuously for signs of maintenance. The
I water at the base of the truck ramp will have to be pumped out to the surface,
treated downstream in the assigned basin per SWQMP 16-39. Calculations for the
truck dock are located in Attachment G of this report and show the pump size is
I more than adequate for the 0.118 CFS generate with a 5 min TC.
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As calculated below, and summarized further in Section 8, Lot 5 discharges peak
100-year flows at less than those shown on DWG No. 415-9. On Sheet 8 of that
drawing set, the 24" RCP pipe from the curb inlet that the Lot 5 project ties into,
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shows 20.5 CFS being conveyed into the main storm drain run in Whip Tail Loop
storm drain system. The existing infrastructure was sized assuming the Carlsbad
Oaks Business Park pads (CT 97-13) were to be developed at a high C-factor to
account for the development of the lots into industrial use. The original mass
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Hydrology Study
grading relied on the Rancho Carlsbad Channel & Basin Project Hydrology Study
to detain the flows once they were discharged across Faraday Avenue.
Drainage patterns and basin areas have been detailed and are further shown in the
Attachments on the Post-Development Hydrology Basin Map. The proposed
condition flowrate is 8.316 CFS, less than the allowable 20.5 CFS.
4.3 Hydrologic Unit Contribution
The project site is within the Carlsbad Hydrologic Unit, Agua Hedionda HA, Los
Monos HSA (904.31). After drainage leaves the site, it flows south down
Whiptail Loop East across Faraday Avenue and into Agua Hedionda Creek. After
undergoing detention at the control facility located at the intersection of Faraday
Avenue and El Fuerte Street the flow then continues along Agua Hedionda Creek
towards Agua Hedionda Lagoon and the Pacific Ocean south of Tamarack.
1 5.0 METHODOLOGY
I This study complies with the 2003 San Diego Hydrology Manual. The rational
method as presented in Section 3 of that manual and workbook examples were
followed.
1 5.1 Hydrology Software
The "Rational Hydrology Method, San Diego County (2003 Manual)" module of
I the CWILCADD/CIVIL DESIGN Engineering software version 7.9 is used in
this study. This software was also used to developed hydrographs from the
rational method results. This procedure also complies with the 2003 San Diego
I Hydrology Manual as presented in Section 6.
5.2 Routing Software
No routing calculations were performed for this site at this time. Should further
routing be required upon further development of the site and possible site plan
changes causing discharge rates to increase above the predeveloped rates, the
existing hydromodificationlwater quality treatment ponds can be used as flow
control facilities. In order to show this is the case, Hydraflow Hydrographs 2004
by Intelisolve would then be used in this step. The hydrograph developed from the
rational method is then manually entered into this software and routed into each
detention pond.
5.3 Hydraulics Software
The hydraulics calculations were performed on the Hydaflow Express Extension
v.10.4 http://www.autodesk.comlcivil3d-stormwater. A truck dock is to be
installed along the eastern wall of the property behind the proposed building. This
private truck dock which is in highly traffic rated area and will be monitored
continuously in case of any issues, will have water pumped out to the surface and
will be treated by the downstream in the assigned basin per SWQMP 16-39. The
sizing and calculations for the Q100 of the truck dock show that the pump that
needs 52.77 GPM and sized to be a Zoeller model 188 (or equivalent). The
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Hydrology Study
Calculations of the hydraulics section can be found in Attachment G of this
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report.
For the pipe flows on Lot 5 no increase in flows being released from the private
storm drainage system at the single discharge point at the southwest corner of the
I site are expected versus the mass-graded re-developed) conditions that the
infrastructure was designed for. Therefore, all downstream effects from
stormwater velocities have already been accounted for by the reports and the
I plans approved for construction of the original Carlsbad Oaks Business Park
infrastructure.
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6.0 CALCULATIONS
One hydrologic calculation will be done at this stage. Due to the 100-year peak
flowrates already being determined for existing conditions as part of DWG No.
I 415-9, the only calculation to be done as part of this report is the 100-year
flowrates expected from the postdeveloped conditions. These numbers will be
used to size the proposed storm drain pipes and to doublecheck if the existing
I storm drain outlet facilities are adequate. Since this project met all conditions
within the parameters of the software used, no further hydraulic calculations were
used, except for sizing of the private truck dock sump pump. Calculations of such
I pump can be found in Attachment G of this report.
6.1 Determine the Watershed that affects the project
1 Please see the "Watershed Map" in Attachment C
6.2 Calculate Runoff Coefficient
I Based on NRCS maps show that this project site is in type "D" soil. The previous
hydrology calculations done as part of the Carlsbad Oaks infrastructure and mass
grading operation also showed type "D" soils. The soils report for Lot 5 dated
I June 24, 2016 states that the majority of the site lies on granitic rock and, other
than some of the areas of fill material placed for the development of the pad, the
site has characteristics of type "D" soils. Therefore, we are going to use all
I coefficients for that type of soil. As stated in section 3.1.2 of the San Diego
Hydrology Manual on the second paragraph, "impervious percentage (%
Impervious) as given in Table 3-1 for any area, shall govern the selected value for
I For all areas to remain pervious post-construction a "c" factor of c0.35 is used.
I The remainder of the site's "c" factors will be based on the percentage of
imperviousness within that subarea. The Land use chosen from table 3-1 of the
San Diego Hydrology Manual (see attachment B) with a corresponding
I impervious area to that land use to be used in the hydrology software.
6.3 Calculate Storm Flows using the Rational Method
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FOR LOT 5
The 100-year post developed storm flows were calculated for this project to be
8.316 CFS in Whiptail Loop East. These are less than those shown on the
I approved drawings that originally developed the pads.
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The Q value of 0.66 CFS will be used in sizing the pump in Attachment G of this
report as well as using a time of concentration of 5 minutes. See Attachment G for
analysis.
I Please see "Post Developed Q Calculations" in Attachment E for the developed
conditions.
1 7.0 MITIGATION MEASURES
A Storm Water Quality Management Plan (SWQMP) has been prepared for this
I project to discuss treatment and flow control of the lower flows (2-year and 10-
year). This Hydrology study analyzes the higher 100-year flows.
I 7.1 Mitigate Increase Runoff
As discussed above, the postdeveloped runoff rate is 8.316 CFS for Lot 5 at the
outfall in Whip Tail loop. The flowrate shown on DWG No. 415-9 downstream of
I this project's collection point is 20.5 CFS for Lot 5 (see Attachment D). The
proposed site development decreases the expected peak flows and therefore no
further mitigation is required.
I The private truck dock area has a water pump that will allow water collected in
the catch basin located at the base of the truck dock to the surface. Once to the ' surface the water will travel along and be treated at the BMP basin located
downstream.
I 7.2 Check Capacity of Existing Downstream Storm Drain Facilities
Since peak flows are reduced, no further capacity analysis of downstream storm
drain facilities is necessary.
8.0 SUMMARY I This project will not negatively impact the existing downstream storm drain facilities.
The resulting 100-year flowrates from the proposed development are less than those
I calculated and accounted for as part of the Carlsbad Oaks Business Park project (CT 97-
13) where pads were graded out and infrastructure installed to account for the expected
development type that this site conforms to.
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The proposed private truck dock along the eastern side of the property, behind the
building will be on a highly traffic impacted area and will be monitored onsite. Should
any problem arise, due to the high use of the truck dock, repairs can be done quickly and
effectively to maintain systems. A resulting 52.77 GPM minimum size pump is needed to
accommodate the Q100 storm event. A Zoeller 188 (or equivalent) is sized to handle the
0.1 18CFS generated from the post development conditions. The results for the Hydraulic
calculations is located in attachment G of this report.
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9.0 REFERENCES
I County of San Diego, Department of Public Works, Flood Control Section, June 2003
San Diego County Hydrology Manual
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10.0 DECLARATION OF RESPONSIBLE CHARGE
I responsible
I hereby declare that I am the engineer of work for this project. That I have exercised
charge over the design of the project as defined in section 6703 of the
business and professions codes, and that the design is consistent with current design.
I 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 engineer of work, of my
responsibilities for project design.
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ENGINEER OF WORK
Excel Engineering I 440 State Place
Escondido, CA 92029 ' Tel - (760)745-8118
Fax - (760)745-1890
Project Number: SDP 16-15
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Robert D. lYèntino, RCE 45629
I Registration Expire: December 31, 2018
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02- +7--20t-7
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Hydrology Study
ATTACHMENT A
SITE MAP
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Lot 5 Post Development
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Hydrology Study
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i ATTACHMENT B
FIGURES & TABLES FROM THE SD HYDROLOGY MANUAL 2003
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San Diego County Hydrology Manual
Section: 3 Date: June 2003 Page: 6of26
Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS
Undisturbed Natural Terrain (Natural) Permanent Open Space DO 0.20 0.25 0.30 (, 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 036 ç 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 ç 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 0.45 0.48 I),. 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 Dy/A or less 50 055 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. Coin) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commeitial/Industrial (0. Corn) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Corn) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited 1.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General 1.) 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 c pervious rt 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 fo ye (e.g ,the is located in Cleveland National Forest).
DU/A dwelling units per acre NRCS = National Resources Conservation Service
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San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 12 of 26
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 T, 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 (T,
Element* DU/
Acre
.5% 1% 2% 1 5% 10%
LbL 1
Natural 50 13.2 Lm 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 2 501 11.3 70 10.5 85 9.2 100 8.8 1001 7.4 1001 5.8
LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.11 1001 7.0 1001 5.6
MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.81 100 6.7 100 5.3
MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.01100 6.0 100 4.8
MDR 10.9 1 50 8.7 651 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 5.41100 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 501 5.3 60 4.5 75 4.0 85 3.81 95 3.4 100 2.7 0. Corn 50 .4.7 60 4.1 75 3.6 85 3.4 90 2.91 100 2.4
O.PJCom 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
Limited 1. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
General 1. 50 3.7 60 3.2 70 2.7 801 2.61 90 2.3 100 L9
*See Table 3-1 for more detailed description
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100
30
- 0
20, Ui o z- w
Ui
U-
10 n
Ui w
EXAMPLE:
Given: Watercourse Distance (D) 70 Feet Slope(q)=1.3%
Th11 Runoff Coefficient (C) = 0.41 Overland Flow Time (1) = 9.5 Minutes
SOURCE: Airport Drainage. Federal Aviation Administration. 1965
FIGURE
Rational Formula - Overland Time of Flow Nomograph
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EQUATION E /111.90'X0.385IFeet To =
—5000 To = Time of concentration (hours)
L = Watercourse Distance (miles) 4000 AE = Change In elevation along
effective slope line (See Figure 3-5) (feet) l.._3000 To FL Hoursil Minutes
—1000 900 600
we
60\
_500\\
400 4'
—300 4' S..
4' —200 4' 4' L Miles Feet
4' 4' —100
400
1-'
\\ 0.5—j_ 50
1 40 t2000 4' 1—IBOD 4' 1-1600 4' 30 }-1400 4'
1-1200 20 1—i000 I-900 J-800 —700
-600
1-1010 j-soo
-180
'120
100
90
90
70
-60
50
40
30
6
4
r
AE 200
California Division of HIghways (1941) and Kfrplch (1940)
Nomograph for Determination of
Time of Concentration (ic) or Travel Time (it) for Natural Watersheds
FIG U RE
Watershed
Divide
Watershed DMde
/
-
L
Design
Point
uI
Effective Slope Une
Stream Profile
L
- Design Point
(Watershed Outlet)
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SOURCE: California Division
Area UAII = Area "9"
and
FIGURE
Computation of Effective Slope for Natural Watersheds
3.5
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U
FA r VA1!4 vim 1
A
_rj
EN= WA
WAM j__ ____TiTI1hW. VAUFII
tU TAWA -i
IMINK
FAN.I
!A
As
4TAI
~WAI iII
14
___ w moon ___ __
111111 rAIi MEMO -R 00112 WOSIMEN
W, a1 J 4 1 bW-A'Mbqqhh
FIG U RE
Gutter, and Roadway Discharge - Velocity Chart
36
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EQUATION: V = 149. R 6112
n
.0.3 02
.02 40
0.15 03
30
04 .001 0.10
0.09
0.08
007 05
10.6
20
0.05
005
004 0.8
0.03 0.9
1.0
0.02
10
002
C
0) c 7J2
to a'
CL
j
Cl) 2 001 2 a.
0009
CD '-6 CD
0 0
0.04
.E 0.008 0.05 W0.057 .j 0.006 4a. z X C 0.08 U3 0.006
00 - • '. 9 Lu > 0.07
1
008
0003 4
t 009
0002
2 010
6
7
8
p0.001 9
p00009
0.0008 10
1.0 0.2 .00007 09 .00006
0.8 0.0005
0.7 0.0004
08 0.3
00003 .20 '0.5
-04 GENERAL SOLUTION
SOURCE: U500T, FHWA, HDS.3 (1961)
FIGURE
Manning's Equation Nomograph L -' I
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ATTACHMENT C
WATERSHED INFORMATION
Soils Index Map
Point Rainfall Isopluvial maps
Hydrology Study
County of San Diego
Orange Ilydro logy Manual
County 333C L.
i urtt
TIW
lot"
4
or
Al
; Si/ Ilv/ugic (i1ups
315 33 is , - ___________________________ ___________________________
- I Legend
ii:
Soil Groups
ED
GropC
Group D
'3 00 _______________ -..'-/.• --'---" ---c-. I ndctriri od
DiaUrvnibbIo s:iA'I ' / _______
flCV
- - --,
CD
lad
245
SiTIGIS
... ...
CIS
__ r - - - N -
32'30'32
3 0 3 Miles
PROJECT SOIL MAP
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County of San Diego
U____ dfl e Hydro1oy Manual
countyj ..
). 11110 Year Rainfall Event -24 hours
I •
-
Vp
... ISO OILV al flCCI
FNIrJ
J1 ANA JA( I 0
32
56
an
IL
IAL k - .i.-
tvl e x
32
32 3C s
3 0 3Miles
County of San Diego
Orange I
1 lydro logy Manual
County r :
Riverside Coun
Lp
t - - ..',. -o-._-- --.
0
-, •0 -
Raintall JSØ/)/11%hi/.c
-:
-.
-- .- - .-_- :-• -'---- --.. - -.- : -- 335
25 IOU iir Rainfall Event -6 IIour
( +
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Riverside Co: i
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- L-. INIhIA
.. -. ... .
..
-..
- A 17 :-+
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56
45 Ib 0
'AlL 4AL- - . I .- ----
- U------ I
County of San Diego
Hydrology Manual
Pi
I?ainlei// Is .'/uviu/s
1(11) Year Rainfall Event-24flours
IsopItvI {nc'CsI
-.iicas SinG1S
\\
I
jj•
30 3 Miles - 3230
I Is cIrIogt Stti
WATERSHED MAP
* TT5 SITE
' 'Lake
San
--
San Marc
RI
- FT • ,)j DOU8LE I VHITNE PK
-
-----,. I
- &irta r
/(
I
Hydrology Study I
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ATTACHMENT D
PREVIOUSLY APPROVED IMPROVEMENT PLANS
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1P...00-loirgal 1 P-9 ME
'A
FA
op
140 ~EV4LPhv
PA
mmmm""mRlpa!vp,mmmml
II .
S
STORM tWA IN VA TA
nr-arvia^ I na mi ir 1 • IIITI i I rwm
I
I H
.a
fir a 'IDJI'r.a
Alm
OF CARLSB
GINEERING DEPARTMENT
fP MANS F
LS&1D OAKS NOR1/- MST I
CARIBOU COURT
LLOYD B. HUBE
ra
ê Ta S
i 1=
[Via S1 'Ia
PA, V,
iizm2F uavjw,ilp
AP A - — a
&r:d 'i:i ri',/i,
Va
I
0.
F)W,ti% ~, 41
TA 7:ll2 ,IfSIIJ
ECIRCWIC DATA FILLS A/?E FCW ftftftNU
AND ARE NOT 10 aF LI.1) PCi? I/CWIZCWTAI
Ci? fR11cAL SE1fY CcW1Ri1
via
ILET CITY OF CARLSBAD SHEE
9 ENGINEERING DEPARTMENT
W iwm I SEW PLANS FOP.
CARLSBAD OAKS At7RT/I PHASE!
W111PT4/t lOOP C 97- 4
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Hydrology Study
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ATTACHMENT E
1 POST DEVELOPED Q CALCULATIONS
Steps Taken To Analyze This Condition
I The Rational Method as outlined in section 3 of the June 2003 San Diego County
Hydrology Manual is followed here. The software that we are using is the "Rational
Hydrology Method, San Diego County (2003 Manual)" module of the
I CIVILCADD/CIVIL DESIGN Engineering software version 7.9.
Please see the subsequent pages for the calculations. These calculations are for the Q100.
The results are outlined/summarized in Section 8.
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San Diego County Rational Hydrology Program
I CIVILCADD/CIVILDESIGN Engineering Software, (C) 1991-2012 Version 7.9
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
I Rational Hydrology Study Date: 02/08/17
CARLSBAD OAKS LOT 5
POST-DEVELOPMENT CONDITION OUTFALL NO 1
I
BASIN 1
16037P05T.RD3 ------------------------------------------------------------------------
Hydrology Study Control Information
I ------------------------------------------------------------------------
Program License Serial Number 6312
I Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.750
24 hour precipitation(inches) = 5.300
P6/P24 = 5l.9
Sal Diego hydrology manual 'C values used
+++ +++++++++.+++ ++ + ++++++++++ + +++++++++++++ + +++++ + + +++++++++ + + ++++++++
Process from Point/Station 101.000 to Point/Station 102.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL I
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 72.990(Ft.)
Highest elevation = 344.540(Ft.)
Lowest elevation = 343.600(Ft.)
Elevation difference = 0.940(Ft.) Slope = 1.288 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.29 , in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.27 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/( slope(1/3)I
TC = [l.8*(1.1_0.6300)*( 65.000.5)/( 1.288(1/3)1= 6.27
The initial area total distance of 72.99 (Ft.) entered leaves a
remaining distance of 7.99 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.21 minutes
for a distance of 7.99 (Ft.) and a slope of 1.29 %
with an elevation difference of 0.10(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ftj)].385 *60(min/hr)
= 0.207 Minutes
Tt=[(11.9*0.00153)/( 0.10)].385= 0.21
Total initial area Ti = 6.27 minutes from Figure 3-3 formula plus
0.21 minutes from the Figure 3-4 formula = 6.48 minutes
Rainfall intensity (I) = 6.132(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.189(CFS)
Total initial stream area = 0.049(Ac.)
CARLSBAD OAKS LOTS
POST-DEVELOPMENT CONDITION OUTFALL NO 1
Page 1of 9
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Process from Point/Station 102.000 to Point/Station 103.000
'''' IRREGULAR CHARNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.403(CFS)
Depth of flow = 0.028(Ft.), Average velocity = 0.556(Ft/s)
******* Irregular Channel Data
----------------------------------------------------------------- Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.10
2 0.00 0.00
3 25.53 0.00
Manning's IN, friction factor = 0.015
-----------------------------------------------------------------
Sub-Channel flow = 0.403(CFS)
flow top width = 25.530(Ft.)
velocity= 0.556(Ft/s)
area = 0.725(Sq.Ft)
Froude number = 0.582
Upstream point elevation = 343.600(Ft.)
Downstream point elevation = 343.250(Ft.)
Flow length = 95.930(Ft.)
Travel time = 2.87 mm.
Time of concentration = 9.35 mm.
Depth of flow = 0.028(Ft.)
Average velocity = 0.556(Ft/s)
Total irregular channel flow = 0.403(CFS)
Irregular channel normal depth above invert elev. = 0.028(Ft.)
Average velocity of channel(s) = 0.556(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 4.839(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Rainfall intensity = 4.839(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.112
Subarea runoff = 0.353(CFS) for 0.129 (Ac.)
Total runoff = 0.543(CFS) Total area = 0.178 (Ac.)
Depth of flow = 0.034(Ft.), Average velocity = 0.627(Ft/s)
++++++++ + + +++++++++++ + + +++++++++ + + ++++++++ + + +++++++++ + ++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** IRREGULAR CHARNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 2.179(CPS)
Depth of flow = 0.156(Ft.), Average velocity = 1.538(Ft/s)
Irregular Channel Data ***********
----------------------------------------------------------------- Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.20
2 10.00 0.00
3 38.00 0.42
Manning's 'N' friction factor = 0.013
-----------------------------------------------------------------
Sub-Channel flow = 2.179 (CFS)
flow top width = 18.183(Ft.)
velocity= 1.538(Ft/s)
area = 1.417(Sq.Ft)
Froude number = 0.971
CARLSBAD OAKS LOTS
POST-DEVELOPMENT CONDITION OUTFALL NO 1
Page 2 of 9
Upstream point elevation = 343.250 (Ft.)
Downstream point elevation = 341.680(Ft.)
Flow length = 288.660 (Ft.)
Travel time = 3.13 mm.
Time of concentration = 12.48 mm.
Depth of flow = 0.156(Ft.)
Average velocity = 1.538(Ft/s)
Total irregular channel flow = 2.179(CFS)
Irregular channel normal depth above invert elev. = 0.156(Ft.)
Average velocity of channel(s) = 1.538(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 4.017(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Rainfall intensity = 4.017(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.833 CA = 0.973
Subarea runoff = 3.364(CFS) for 0.989 (Ac.)
Total runoff = 3.907(CFS) Total area = 1.167(Ac.)
Depth of flow = 0.194(Ft.), Average velocity = 1.779(Ft/s)
Process from Point/Station 104.000 to Point/Station 104.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.870 given for subarea
Rainfall intensity (I) = 7.246(In/Hr) for a 100.0 year storm I User specified values are as follows:
TC = 5.00 mm. Rain intensity = 7.25(In/Hr)
Total area = 0.019(Ac.) Total runoff = 0.118(CFS)
I Process from Point/Station 301.000 to Point/Station 105.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.569(CFS) I Depth of flow = 0.063(Ft.), Average velocity = 1.103(Ft/s)
Irregular Channel Data
-----------------------------------------------------------------
Information entered for subchannel number 1 I Point number 'X' coordinate 'Y' coordinate
1 0.00 0.60
2 0.00 0.00
3 26.00 0.10
4 26.00 0.60 I Manning's 'N' friction factor = 0.013
-----------------------------------------------------------------
Sub-Channel flow = 0.569(CFS)
' flow top width = 16.369(Ft.) I '
velocity= 1.103(Ft/s)
area = 0.515(Sq.Ft)
Froude number = 1.096
I Upstream point elevation = 341.680 (Ft.)
Downstream point elevation = 339.450 (Ft.)
Flow length = 236.670(Ft.)
Travel time = 3.58 mm.
Time of concentration = 8.58 mm. I Depth of flow = 0.063 (Ft.)
Average velocity = 1.103(Ft/s)
Total irregular channel flow = 0.569(CFS)
I Irregular channel normal depth above invert elev. = 0.063 (Ft.)
Average velocity of channel(s) = 1.103(Ft/s)
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CARLSBAD OAKS LOTS
POST-DEVELOPMENT CONDITION OUTFALL NO 1
Page 3 of 9
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Adding area flow to channel
Rainfall intensity (I) = 5.116(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Rainfall intensity = 5.116(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.189
Subarea runoff = 0.848(CFS) for 0.198(Ac.)
Total runoff = 0.966(CFS) Total area = 0.217(Ac.)
Depth of flow = 0.077(Ft.), Average velocity = 1.260(Ft/s)
+++++++++++-4-+++ + + + + ++++++++ ++++++ +++++++++ + + + + +++++++ + + +
Process from Point/Station 105.000 to Point/Station 105.000
"'' SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.116(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type I
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Time of concentration = 8.58 mm.
Rainfall intensity = 5.116(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.509
Subarea runoff = 1.638(CFS) for 0.368 (Ac.)
Total runoff = 2.604(CFS) Total area = 0.585(Ac.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 106.000
'''' PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 336.450(Ft.) I Downstream point/station elevation = 335.500(Ft.)
Pipe length = 190.40(Ft.) Slope = 0.0050 Mannings N = 0.013
No. of pipes = 1 Required pipe flow = 2.604(CFS)
Given pipe size = 18.00(In.) I Calculated individual pipe flow = 2.604(CFS)
Normal flow depth in pipe = 7.36(In.)
Flow top width inside pipe = 17.70(In.)
Critical Depth = 7.34(In.)
Pipe flow velocity = 3.83 (Ft/s) I Travel time through pipe = 0.83 mm.
Time of concentration (TC) = 9.40 mm.
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 106.000
**** CONFLUENCE OF MINOR STREAMS
I Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.585 (Ac.)
Runoff from this stream = 2.604(CFS)
Time of concentration = 9.40 mm.
Rainfall intensity = 4.821(In/Hr)
+ ++++++++++++++++ ++++++++++++++++ +++++++ +++++++++++++++ + + + +++++++++ + + +
I Process from Point/Station 201.000 to Point/Station 202.000
''** INITIAL AREA EVALUATION '***
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CARLSBAD OAKS LOTS
POST-DEVELOPMENT CONDITION OUTFALL NO 1
Page 4 of 9
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Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 82.390(Ft.)
Highest elevation = 342.850(Ft.)
Lowest elevation = 340.640(Ft.)
Elevation difference = 2.210(Ft.) Slope = 2.682
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 2.68 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.78 minutes
TC = [1.8*(1.1_C)*distance(Ft.)'.5)/(% slope(1/3)I
TC = [1.8*(1.1_0.6300)*( 90.000.5)/( 2.682(1/3)I= 5.78
Rainfall intensity (I) = 6.601(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.524(CFS)
Total initial stream area = 0.126(Ac.)
Process from Point/Station 202.000 to Point/Station 203.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.848(CFS)
Depth of flow = 0.159(Ft.), Average velocity = 1.365(Ft/s)
******* Irregular Channel Data
----------------------------------------------------------------- Information entered for subchannel number 1
Point number IXI coordinate 1 YI coordinate
1 0.00 0.20
2 13.90 0.10
3 15.40 0.00
4 16.90 0.10
5 39.40 0.90
Manning's 'N friction factor = 0.013
-----------------------------------------------------------------
Sub-Channel flow = 0.848(CFS)
flow top width = 12.909(Ft.)
velocity= 1.365(Ft/s)
area = 0.622(Sq.Ft)
Froude number = 1.096
Upstream point elevation = 340.640(Ft.)
Downstream point elevation = 339.730(Ft.)
Flow length = 111.730(Ft.)
Travel time = 1.36 mm.
Time of concentration = 7.14 mm.
Depth of flow = 0.159(Ft.)
Average velocity = 1.365(Ft/s)
Total irregular channel flow = 0.848(CFS)
Irregular channel normal depth above invert elev. = 0.159(Ft.)
Average velocity of channel(s) = 1.365(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 5.757(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Rainfall intensity = 5.757(In/Hr) for a 100.0 year storm
CARLSBAD OAKS LOTS
POST-DEVELOPMENT CONDITION OUTFALL NO 1
Page 5 of 9
I
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.763 CA = 0.215
Subarea runoff
= 0.714(CFS) for 0.156 (Ac.)
Total runoff = 1.238(CFS) Total area = 0.282(Ac.)
Depth of flow = 0.175(Ft.), Average velocity = 1.477(Ft/s)
I Process from Point/Station 203.000 to Point/Station 204.000
'''' IRREGULAR CHANNEL FLOW TRAVEL TIME ****
I Estimated mean flow rate at midpoint of channel = 1.493(CFS)
Depth of flow = 0.201(Ft.), Average velocity = 2.609(Ft/s)
Irregular Channel Data -----------------------------------------------------------------
Information entered for subchannel number 1 I Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 1.50 0.10
I 4 15.00 0.30
Manning 's 'N' friction factor = 0.013
Sub-Channel flow = 1.493(CFS)
flow top width = 8.330(Ft.)
velocity= 2.609(Ft/s)
area = 0.572(Sq.Ft)
Froude number = 1.754
Upstream point elevation = 339.730 (Ft.)
Downstream point elevation 337.670 (Ft.)
Flow length = 107.700(Ft.)
Travel time = 0.69 mm.
Time of concentration = 7.83 mm.
Depth of flow = 0.201(Ft.)
Average velocity = 2.609(Ft/s)
Total irregular channel flow = 1.493(CFS)
Irregular channel normal depth above invert elev. = 0.201(Ft.)
Average velocity of channel(s) = 2.609(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 5.426(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type I
(General Industrial
Impervious value, Ai
= 0.950
Sub-Area C Value = 0.870
Rainfall intensity = 5.426(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA)
is C = 0.794 CA = 0.316
Subarea runoff = 0.476(CFS) for 0.116(Ac.)
Total runoff = 1.715(CFS) Total area = 0.398 (Ac.)
Depth of flow = 0.209(Ft.), Average velocity = 2.694(Ft/s)
I Process from Point/Station 204.000 to Point/Station 106.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 1.923(CFS)
Depth of flow = 0.046(Ft.), Average velocity = 1.657(Ft/s)
Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 3.00 0.00
3 28.00 0.00
Manning's 'N' friction factor = 0.030
CARLSBAD OAKS LOTS
POST-DEVELOPMENT CONDITION OUTFALL NO 1
Page 6 of 9
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Sub-Channel flow = 1.923(CFS)
,
flow top width = 25.139(Ft.)
velocity= 1.657(Ft/s)
area = 1.161(Sq.Ft)
Froude number = 1.359
Upstream point elevation = 337.670 (Ft.) I Downstream point elevation = 335.500(Ft.)
Flow length = 32.130 (Ft.)
Travel time = 0.32 mm.
Time of concentration = 8.15 mm.
I Depth of flow = 0.046 (Ft.)
Average velocity = 1.657(Ft/s)
Total irregular channel flow = 1.923(CFS)
Irregular channel normal depth above invert elev. = 0.046 (Ft.)
Average velocity of channel(s) = 1.657(Ft/s) I Adding area flow to channel
Rainfall intensity (I) = 5.286(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
I Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[LOW DENSITY RESIDENTIAL I
(1.0 DU/A or Less
Impervious value, Ai = 0.100 I Sub-Area C Value = 0.410
Rainfall intensity = 5.286(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.671 CA = 0.393
I Subarea runoff = 0.361(CFS) for 0.187 (Ac.)
Total runoff = 2.076(CFS) Total area = 0.585(Ac.)
Depth of flow = 0.048(Ft.), Average velocity = 1.708(Ft/s)
I Process from Point/Station 106.000 to Point/Station 106.000
**** SUBAREA FLOW ADDITION ****
I Rainfall intensity (I) = 5.286(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
I Decimal fraction soil group D = 1.000
[INDUSTRIAL area type I
(Limited Industrial
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
I Time of concentration = 8.15 mm.
Rainfall intensity = 5.286(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
I (Q=KCIA) is C = 0.720 CA = 0.577
Subarea runoff = 0.975(CFS) for 0.217(Ac.)
Total runoff = 3.051(CFS) Total area = 0.802(Ac.)
I Process from Point/Station 106.000 to Point/Station 106.000
CONFLUENCE OF MINOR STREAMS ''''
Along Main Stream number: 1 in normal stream number 2
I Stream flow area = 0.802(Ac.)
Runoff from this stream = 3.051(CFS)
Time of concentration = 8.15 mm.
Rainfall intensity = 5.286(In/Hr)
I
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1
CARLSBAD OAKS LOTS
POST-DEVELOPMENT CONDITION OUTFALL NO 1
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1 2.604 9.40 4.821
2 3.051 8.15 5.286
Qmax(l) =
1.000 * 1.000 * 2.604) +
0.912 * 1.000 * 3.051) + = 5.386
Qmax(2) =
1.000 * 0.867 * 2.604) +
1.000 * 1.000 * 3.051) + = 5.308
Total of 2 streams to confluence:
Flow rates before confluence point:
2.604 3.051
Maximum flow rates at confluence using above data:
5.386 5.308
Area of streams before confluence:
0.585 0.802
Results of confluence:
Total flow rate = 5.386(CFS)
Time of concentration = 9.404 mm.
Effective stream area after confluence = 1.387(Ac.)
++++++++++++++++++++++ +++++ + + +++++++++ + +++++++++++++ + + ++++++++++ ++ + +++
Process from Point/Station 106.000 to Point/Station 107.000
"'' PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 328.810 (Ft.)
Downstream point/station elevation = 328.400 (Ft.)
Pipe length = 86.77(Ft.) Slope = 0.0047 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.386(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 5.386(CFS)
Normal flow depth in pipe = 9.75 (In.)
Flow top width inside pipe = 23.57(In.)
Critical Depth = 9.82(In.)
Pipe flow velocity = 4.50(Ft/s)
Travel time through pipe = 0.32 mm.
Time of concentration (TC) = 9.73 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 107.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 4.717(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type I
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Time of concentration = 9.73 mm.
Rainfall intensity = 4.717(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.812 CA = 1.678
Subarea runoff = 2.528(CFS) for 0.680(Ac.)
Total runoff = 7.914(CFS) Total area = 2.067(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 107.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 4.717(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN
CARLSBAD OAKS LOT 5
POST-DEVELOPMENT CONDITION OUTFALL NO 1
Page 8 of 9
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(Permanent Open Space
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 9.73 mm.
Rainfall intensity = 4.717(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.763 CA = 1.763
Subarea runoff = 0.401(CFS) for 0.243(Ac.)
Total runoff = 8.316(CFS) Total area = 2.310 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 108.000
"' PIPEFLOW TRAVEL TIME (User specified size) ''''
Upstream point/station elevation = 328.400(Ft.)
Downstream point/station elevation = 289.500 (Ft.)
Pipe length = 130.30(Ft.) Slope = 0.2985 Mannings N = 0.013
No. of pipes = 1 Required pipe flow = 8.316(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 8.316(CFS)
Normal flow depth in pipe = 4.63 (In.)
Flow top width inside pipe = 15.73 (In.)
Critical Depth = 13.40(In.)
Pipe flow velocity = 23.13 (Ft/s)
Travel time through pipe = 0.09 mm.
Time of concentration (TC) = 9.82 mm.
End of computations, total study area = 3.477 (Ac.)
CARLSBAD OAKS LOT 5
POST-DEVELOPMENT CONDITION OUTFALL NO 1
Page 9 of 9
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I ATTACHMENT F
I POST DEVELOPED HYDROLOGY MAP
Hydrology Study
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I ATTACHMENT G
HYDRAULIC CALCULATIONS
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Hydrology Study
Hydrology Study
Purpose of Hydraulic Calculations
The purpose of the Hydraulic calculations in this section is to show the
proposed sump pump in the loading dock is sufficient to keep up with the
demand for a Q100 storm event. Due to the truck dock being an area of
high use, the truck dock will be under observation continuously in the event
that an issue may arise to require maintenance.
A Proposed loading dock is proposed for lot 5 on the east side of the
project site. This loading dock is to be below grade with a grade break at
the top of the ramp to sheet away water from the entrance of the ramp. The
4 foot deep ramp will have a NDS DS-090N (or equivalent trench drain)
that will be placed at the low point of the dock and direct the incoming
water flow (0. 118CFS) to a catch basin. Once in the catch basin a Zoeller
model 188 (or equivalent) sump pump will move the water up to the
surface exiting out at the base of the wall.
Methodology of Hydraulic Calculation
Inlet
Gutters can have compound cross-slopes including gutter depressions at the
inlet face. The following illustration shows a typical cross section of a
curb-style inlet with a compound cross- slope and local depression.
The heavy dashed line near (5) is the cross-slope that reflects the local
depression (Sw') of the inlet gutter. The fine dotted line is a projection of
the pavement slope, Sx (4). Note that the throat height (2) is measured
upwards from the projection line, and the total depression
is measured downward from the projection line.
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Hydrology Study
H
on
Spread (4) Pavement slope (Sx)
Throat height (5) Cross-slope just upstream
of the inlet in the gutter (Sw)
Total depression (6) Gutter width
Inlet Captured and Bypassed Flows
Hydraflow Express Extension automatically computes the captured and
bypass flows. Captured flows are intercepted by the inlet and bypass flows
are not ca Gutter
0 bypassed
Top of curb 0 captured
Inlet
(III)
Drop Grate Inlets
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Hydrology Study
Drop grate inlets are similar to the drop curb inlets except that they can
be in either sag or grade locations. Their Sx and Sw values must be
equal.
'-4N~~r -~ Z"5+
Gutter Width
Grate Vdth
Front View
The following sections describe individual data items for inlets and
gutters. Note that certain cells on the input grid are marked with 0. This
indicates that data is not required for that particular junction.
Dynamic Defaults
Certain input items already have values set for them. These are
dynamic defaults that are part of the Express.ini file and are set to the
values last used upon exiting the program. This feature is intended to
save you some input time on standard inlet types.
There are design options. In general, Hydraflow Express Extension
sizes inlet curb opening lengths and grate sizes for 100 percent capture
when their respective data items have been set to 0. It is recommended
that you use Known Q as the calculation method for design.
Otherwise, the first Q in the Q vs. Depth range is used.
Inlet
Inlet Type - Select the appropriate inlet type.
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Hydrology Study
Image Controls
Q Total - The total flow approaching the inlet.
Q Captured - The amount of flow intercepted by the inlet. Inlet Depth - The computed
total depth at the face of the inlet.
Inlet Efficiency - The capture efficiency of the inlet expressed as a percentage of Q
Total. Gutter Spread - The width of flow in the gutter section, just upstream of the
inlet face.
Gutter Velocity - The velocity of flow in the gutter
section. Bypass Q - The amount of uncaptured flow.
Bypass Spread - The width of flow in the gutter downstream of the inlet. For inlets
on grade only.
Bypass Depth - The depth of flow downstream of inlets on grade.
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Hydrology Study
On Grade or Sag - If this inlet is on a continuous grade, select On
Grade from the list. If it is in a sag or sump location, select Sag. Note
that Drop Curb inlets are assumed to be in a sag condition.
Length, L - (Curb, Combination, and Drop Curb inlets) Enter the total
length of the opening in feet.
Throat Ht - Curb, Combination, and Drop Curb inlets)
This is the height of the opening in inches and is measured from the
projection of cross slope, Sx. Do not include any local depression
amount.
Opening Area - (Grate, Combination, and Drop Grate inlets)
Enter the clear opening area of the grate. Required only in sags. Enter
zero to have Hydraflow Express Extension design for 100% capture.
Grate Width - (Grate, Combination, Drop Grate and Slotted inlets)
Enter the width and length of the grate.
Grate Length - (Grate, Combination, Drop Grate and Slotted inlets)
Enter the length of this grate in feet.
Gutter
Sw - Enter the transverse slope of the gutter section only, Sw in fl/ft.
Equals Sx when modeling Drop or Slotted inlets. This item is not
required for Drop inlets or Slotted.
Sx - Enter the transverse slope of the pavement section only, Sx in fl/ft.
Equals Sw when modeling Drop or Slotted inlets.
Depression - (Curb type inlets only). Enter a local depression amount
in inches. This value is measured from the projection of Sx.
Gutter Width - Enter the width of the gutter section in feet. This is the
width as it corresponds to the Sw value, if specified, and should not be
less than any grate widths specified for this line. If this is a Drop Grate
inlet, you should select a width wide enough to contain the entire grate
width. This item is not required on Drop Curb or Slotted inlets.
Longitudinal Slope - Required for inlets on grade. Enter the gutter
slope, or longitudinal slope of this inlet in percent (%). This item is not
required for Drop Curb inlets or inlets in sags.
Manning's n-Value - Enter an n value for the gutter section. This is
not required on any inlet in a sag or Drop Curb inlets. Default is 0.013.
Caics
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Hydrology Study
Compute by - Hydraflow Express Extension allows you to calculate
using a single flow rate or a range of Q vs. Depth. A range of Q vs.
Depth allows Hydraflow Express Extension to create a rating or
performance curve. A single Q does not.
Q vs. Depth - Q vs. Depth produces a rating curve at 0.25 cfs
increments. The Results Grid populates its rows beginning at 0.25 cfs
and computes for increasing Qs up to the point where the
corresponding depth equals or exceeds the Max. Depth.
Max Depth - Enter the maximum depth in inches to be used for the
rating table. Default = 6.
Known Q - For a known flow rate in cfs, Hydraflow Express
Extension computes a corresponding depth, spread, etc. If a
hydrograph exists in the Hydrology task and Known Q is equal to zero,
Hydraflow Express Extension inserts the Q peak from the hydrograph.
The following condition must be satisfied to determine a hydraulic jump:
Click Run to generate the output. The graphic bar below the Help Assist box displays
the progress. If any erroneous data is present, Hydraflow Express Extension prompts
you before proceeding. Once completed, the Graphic Display and Results Grid are
drawn and populated. If Q vs. Depth was specified, the Maximum Depth specified
and a 0.25 cfs increment is the basis for the data in the Results Grid. The Graphic
Display plots corresponding to the selected row in the Results Grid. For example, to
plot a section corresponding to a flow of 1.25 cfs, click on the row that contains Q of
1.25.
Graphic Display
Hydraflow Express Extension can plot inlet sections in either 3-D or 2-D.
The following illustration shows a three-dimensional graphic display of a Curb Inlet
with bypass flow. In this illustration, all dimensions indicated are in feet.
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Hydrology Study
G3. Calculations for Hydraulics for Pump Sizing and from Hydraulic
Software
Pump size
Known Q=O.118 cfs
7.48gallons = iCubic foot
60 second = 1 mm
0.118CFS *(7.48gallons/cubic foot)*(60sec0nds/min) = 52.77 GPM
Elevation Difference from bottom of truck dock to the top is 4feet. Using the Head
diffenence and the GPM a pump performance curve for a Zoeller pump a model
188 was chosen (see attached pump curve)
Maximum allowable GPM that a 2" line can hold is 55gpm well under the
52.77gpm the ramp will generate.
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Hydrology Study
Assume
Gravity to Low
Pressure.
About 6f/s
flow velocity,
also suction
Assume Average
Pressure. (20
100PSI) About
12f/s flow
velocity
Assume High
Pressure" PEAK
flow. About 18fis
* flow velocity
side of pump
GPM GPH GPM GPH GPM GPH
Sch (with (with (with (with (with (with
40
pjp
ID
(range) OD minimal
pressure
minimal
pressure
minimal
pressure
minimal
pressure
significant
pressure
significant
pressure
Size loss & loss & loss & loss & loss & loss &
noise) noise) noise) noise) noise) noise)
1/2" .85"
1
gpm
11420
gph l4gpm [840 gph [21 gpm j[60
gph
3/4" [: [1.06" [i gpm
11660
gph fF23gpm 1,410
gph [36 gpm 11 216o
1" 1.33" 116 gPJ960gph [[ gpm [2220
gph [58 gpm 1131510
1.25" F25-1.67" 125
gpm 1[io0 j 62 gpm 3,750 gpm .lioo 1[594o
1.5" F1.60" [.90" 1 gpm 112100 1181 gpm[41830 1126 gpm J16o j
72~[[2.38- 55gPm 113300 I
F750 200 gpm 11000 ]
[2.5-F24 2.89"[80gpm 1L0_1ph [
11,4001300 gp gpm 1117F 550 I gph
F
_
F
90- 3 50 273
gpm gph
16,350
05" gpm gph gpm _[gph
4fl 5- fl F35 4 50" [240
gpm
14,400
gph
480
gpm
28,800
gph 700 gpm 42,000
gph
F55.05" 5 563" 380
gpmj[gph
22,800 [750
[gpm
45,000
gph
1100
gpm
66,000
__gph
6" 5.85- [6.61- gpm gph ]
,66,000
5.95"gpm gph J gpm _gph
8" 7.96" 8.625" 950
gpm __gph
57,000 1900
gpm
4,000
Fg'h
[2800
gpm
1168,000 _1gph
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MP • FORMANCE CURVE, MODELS l85/4185-186 86-188/4188-18914189-191
M-MMMM
MOMENCEEMENIMMEME
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= IN, -
hi
MIN 0 : . I
10 -tj-jI 49 50 60 70 80, go im 11G, 130 140 15
LTERS 6 4 1 1
80 TOO 240 3iO 400 4O 40,
00903 FLOW PER
Calculations
Compute by: Known Q
Q(cfs) = 0.12
Highlighted
Q Total (cfs) = 0.12
QCapt(cfs) = 0.12
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 0.44
Efficiency (%) = 100
Gutter Spread (ft) = 5.10
Gutter Vel (ftls) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
I Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Basin in Private Truck Dock
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Catch
Drop Grate Inlet
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Location
Curb Length (ft)
= Sag
= -0-
Throat Height (in) = -0-
Grate Area (sqft) = 1.00
Grate Width (ft) = 1.40
Grate Length (ft) = 1.40
Gutter
Slope, Sw (ft/ft) = 0.020
• Slope, Sx (ft/ft) = 0.020
1 Local Depr (in) = 48.00
Gutter Width (ft) = 1.40
Slope (%) I Gutter = -0-
Gutter n-value = -0-
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11 dimensions in fed
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11.40
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Wednesday, Feb 82017
I Hydrology Study
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I C4. Summary of Hydraulic calculation results
The results of the analysis show that the area for the catch basin is more
I than enough for the water that will be in the area. With the added trench
drain the accumulated area to allow for water capture increases and to hold
water for a sump pump. With a calculated 0.11 8CFS going into the truck
I pump
dock which calculates to 52.77 GPM, at a 4 foot difference in head the
Zoeller 188 chosen was a pump model (or equivalent).
I The 2" line going up to the finished surface of the site will more than
handle the area that is proposed without having to leave any pooling
water. The private truck dock will have more than an adequate pump size
I to handle the load imposed by the runoff down the dock. Since the dock
area is a heavily traffic area, observation will be done continuously to be
aware of an issue that may need maintenance or repair.
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