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Table 1 is located in Chapter 3 of this report. The corresponding hydrology map (Exhibit 1) is located in Chapter 5.
TABLE 1
Summary of Existing Conditions
Outlet
Location
Node
Number
Area
(Acres)
Runoff
Factor
C
Tc
(min)
I
(in\hr)
V100*
Velocity
(ft\sec)
100 Year
Peak
Flow
(cfs)
East 206 3.6 0.618 10.68 4.7 8.97 9.42
1.3 Proposed Condition
The Jericho Road project proposes the construction of nine structure buildings comprising a total of 73 attached units, along with various associated improvements.
In addition to the residential units, the site will feature amenities such as a tot lot, open spaces, sidewalks, and private driveways.
Runoff from the developed site will be collected by the proposed inlets and routed via the proposed storm drain system towards two underground storage facilities, such as CMP or equivalent structures. The underground storage facilities serve to meet hydromodification and peak flow attenuation requirements and to store the water quality designed captured volume and releasing it at a specified flow rate to a downstream modular wetland, which will address water quality concerns. To thoroughly address water quality and HMP flow control requirements for the Jericho Road project, a separate report titled "Stormwater Quality Management Plan (SWQMP)" has been prepared by Hunsaker & Associates San Diego, Inc. (July 2023).
The peak flow will be routed through their respective vault riser structure and discharged into the proposed 18” storm drain near the entrance of the site. The runoff will then confluence with the offsite existing 39” storm drain on Amaya Drive and flow south similarly to existing conditions to eventually discharge into the San Diego River which empties into the Pacific Ocean.
The peak flow has been calculated in accordance with the San Diego County Hydrology Manual, County of San Diego Department of Public Works Flood Control Division, June 2003.
In the Rational Method Analysis, a runoff coefficient of 0.80 has been utilized for the southern drainage area (100 Node series), considering an 81% imperviousness factor. For the northern drainage area (200 Node series), a runoff coefficient of 0.82 was used, considering an 85% imperviousness factor. These runoff coefficients were calculated assuming a fully developed site and soil type D for the entire project site,
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following the formula in section 3.1.2 from the San Diego County Hydrology Manual 2003.
Cp = 0.35 from table 3-1 San Diego County Hydrology Manual 2003.
Table2 below summarizes the proposed Q100 flow at the discharge point.
TABLE 2 - Summary of Proposed Condition Peak Flows for Jericho Road Outlet
Location
Node
Number
Area
(Acres)
Runoff
Factor
Tc
(min)
I
(in\hr)
V100*
Velocity
(ft\sec)
100 Year
Peak Flow
(cfs)
100 Year
Peak Flow
Mitigated
(cfs)
Jericho
Road 126 3.6 0.82 7.29
4.396
Pr. PR.
Mit.
15.15 8.07
17.39 14.39
1.4 Conclusion
TABLE 3 – Summary of Existing Vs Proposed Site Runoff
*Ex.: Existing Conditions
Pr.: Proposed Conditions
Mit.: Mitigated Conditions
Location Area
(Acres)
100 Year Peak Flow
(cfs)
Existing 3.6 9.66
Proposed (Mitigated) 3.6 8.07
Outlet
Location
Node
Number Area
(Acres)
Runoff
Factor
Tc
(min)
I
(in\hr)
V100*
Velocity
(ft\sec)
100 Year Peak Flow
(cfs)
Jericho
Road
126 – PR
206 - EX
Ex. Pr. Ex. Pr. Ex. Pr. Ex. Pr. Ex. Pr. PR.
Mit. Ex. Pr. PR.
Mit.
3.6 3.6 0.618 0.82 9.65 7.29 4.7 4.4 8.97 17.39 14.39 9.66 15.15 8.07
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DIFFERENCE +0.0 -1.59
Per Table 3 above, there was no charge in area from existing to proposed, the 100- year peak flow is decrease by 1.59 cfs., and velocity is increased by 5.42 fps as a result of mitigation the peak flows in proposed conditions within the underground storage facility.
CEQA Issues of Concern:
- The project will not substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, in a manner which would result in substantial erosion on- or off-site. -Discharge point (outlet) from the storm drain system is designed to discharge to an existing storm drain systems at existing flow rates.
- The project will not substantially alter the existing drainage pattern of the site or area compared to existing conditions, including through the alteration of the course of a stream or river, or substantially increase the rate or amount of surface runoff in a manner which would result in flooding on- or off-site, or substantial erosion or siltation on- or off-site. As discussed in the previous bulleted item, the site discharge is conveyed to the existing storm drain system through the proposed storm drain.
Underground storage with adequate outlet structure was proposed to decrease peak discharge from the site in developed conditions to be equal or less than existing values (ie.to meet downstream storm drain design flow rate. Thus, the site provides adequate drainage and protection against flooding, and downstream properties are not impacted by the project.
- The project will not create or contribute runoff water which would exceed the capacity of existing or planned storm water drainage systems. The proposed peak flow has been mitigated within the underground storage facility to be equal to or less than the capacity of the existing storm drain that we connecting to. See discussion in the previous two bulleted items.
- The project will not place housing within a 100-year flood hazard area as mapped on a federal Flood Hazard Boundary or Flood Insurance Rate map or other flood hazard delineation map, including County Floodplain maps. The project is not located within a floodplain or floodway; resultantly no County Floodplain Map exists for the project location.
- The project will not place, within a 100-year flood hazard area, structures which would impede or redirect flood flows. See previous bulleted item for further details.
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- The project will not expose people or structures to a significant risk of loss, injury or death involving flooding, including flooding as a result of the failure of a levee or dam on-site or off-site. No levee or dam exists on-site or up-stream of the site.
1.5 References
“San Diego County Hydrology Manual”. Department of Public Works – Flood Control Division. County of San Diego, California. Revised April 2003. “San Diego Regional Standard Drawings”. Section D – Drainage Systems. “Stormwater Quality Management Plan (SWQMP) for Jericho Road” prepared by Hunsaker & Associates San Diego, Inc. (July 2023)
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CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
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2.1- Rational Method Hydrologic Analysis
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2.1 Rational Method Hydrologic Analysis
Computer Software Package – AES-2015
Design Storm - 100-Year Return Interval
Land Use –High Density residential in Developed Areas
Soil Type - Hydrologic soil group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials, Group D soils have a very slow rate of water transmission.
Runoff Coefficient – In accordance with the County of San Diego standards, High Density residential areas was designated a runoff coefficient of 0.80 for the southern drainage area (100 Node series), considering an 81% imperviousness factor, and 0.82 was for the northern drainage area (200 Node series), considering an 85% imperviousness factor. These runoff coefficients were calculated assuming a fully developed site and soil type D for the entire project site, following the formula in section 3.1.2 from the San Diego County Hydrology Manual 2003.
Cp = 0.35 from table 3-1 San Diego County Hydrology Manual 2003.
For existing condition, the runoff coefficient corresponding to the site was calculated considering the respective hydrologic soil type and imperviousness. The computed runoff coefficient for the on-site drainage area associated with 48% imperviousness and Soil type D is 0.618, while the slope contributes a runoff factor of 0.35 (0% impervious).
Method of Analysis – The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 1.0 square mile, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation:
Q = CIA, where:
Q = The peak runoff rate in cubic feet per second at the point of analysis.
C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity.
I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration.
A = The drainage basin area in acres.
To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes.
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The procedure for the subarea summation model is as follows:
1. Subdivide the watershed into an initial subarea (generally 1 lot) and subsequent subareas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each subarea.
2. Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation.
3. Using the initial Tc, determine the corresponding values of I. Then Q = C I A.
4. Using Q, estimate the travel time between this node and the next by Manning’s equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-2003 computer subarea menu is as follows:
SUBAREA HYDROLOGIC PROCESS
1. Confluence analysis at node.
2. Initial subarea analysis (including time of concentration calculation).
3. Pipeflow travel time (computer estimated).
4. Pipeflow travel time (user specified).
5. Trapezoidal channel travel time.
6. Street flow analysis through subarea.
7. User - specified information at node.
8. Addition of subarea runoff to main line.
9. V-gutter flow through area.
10. Copy main stream data to memory bank
11. Confluence main stream data with a memory bank
12. Clear a memory bank
At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin’s times of concentration. This adjustment is based on the assumption that each basin’s hydrographs are triangular in shape.
(1). If the collection streams have the same times of concentration, then the Q values are directly summed,
Qp = Qa + Qb; Tp = Ta = Tb
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(2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows:
(i). The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities.
Qp = Qa + Qb (Ia/Ib); Tp = Ta
(ii). In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values.
Qp = Qb + Qa (Tb/Ta); Tp = Tb
2.2 Detention Analysis
In order to provide adequate flood control, increases in peak flow rates at the outfall location for this site were mitigated using the design of the two proposed storage facilities (CMPs). To model the mitigation within these CMPs, we utilized the RickRatHydro software as input for SWMM 5.1.
RickRatHydro was used to produce an inflow hydrograph for the project drainage areas, based on the area, time of concentration, P6 value, runoff coefficient, and peak flow rate.
The resulting inflow hydrograph was then imported into SWMM and routed through the proposed CMPs using an iterative approach. This involved utilizing outlet structures with rating curves and storage nodes with storage curves until the final outlet structure provided a flow rate to the outfall that matched or was lower than the flow rate during existing conditions. Additionally, we ensured that the water surface elevation remained below the top of the CMPs with a minimum of 1-foot freeboard for added safety. Through these measures, we aimed to effectively manage flood control for the site.
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2.3- County of San Diego Design Criteria
P24 = 5.3
100 2.6 5.3 49 2.6
F I G U R E
SOURCE: San Diego County Department of Special District Services Design Manual 3-6 Gutter and Roadway Discharge - Velocity Chart
0.13 EXAMPLE:
Given: Q = 10 S = 2.5%
Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s.
Depth RESIDENTIAL STREET
ONE SIDE ONLY
1.5’
n = .015
1 2 3 4 5 6 7 8 9 10 20 30 40 50
Discharge (C.F.S.)
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.2
1.4 1.6
1.8 2
3 6
4 5
7 8
9 10
12 14
16 18
20 V = 2.5 f.p.s.
V = 3 f.p.s.
V = 4 f.p.s.
V = 5 f.p.s.
V = 6 f.p.s.
V = 8 f.p.s.
V = 10 f.p.s.
V = 12 f.p.s.
V = 2 f.p.s.
Depth
0.7 Feet
Depth 0.6
Feet
Depth
0.5 Feet
Depth
0.4 Feet
Depth
0.3 Feet
Depth
0.25 Feet
Depth
0.2 Feet
% of Street Slope
V = 1.5 f.p.s.
2%
2%
n = .0175
Concrete Paved
Gutter
Slopes in existing and
proposed conditions
Proposed Condition, 81%
Imp, 100 Node Series 0.80
Proposed Condition, 85%
imp, 200 Node Series
Existing Condition, on site,
48% Imp 0.618
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CHAPTER 3
RATIONAL METHOD HYDROLOGIC ANALYSIS
(AES MODEL OUTPUT)
3.1 – Existing and Developed Condition AES
Model Output
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100 Year Existing Flow
– Existing Condition AES Model Output
Drainage Study
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * JERICHO ROAD *
* 100-YEAR EXISTING CONDITION HYDROLOGICAL MODEL *
* JULY 25, 2023 *
************************************************************************** FILE NAME: R:\1790\HYD\TM\DR\CALCS\AES\EX\100EX.DAT
TIME/DATE OF STUDY: 10:56 07/28/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.600
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 24.0 19.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
+--------------------------------------------------------------------------+ | START OF SITE FLOW TO NODE 53 |
100-YR EXISTING
| |
| |
+--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6180
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 653.00
DOWNSTREAM ELEVATION(FEET) = 652.50
ELEVATION DIFFERENCE(FEET) = 0.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.729
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.172
SUBAREA RUNOFF(CFS) = 0.58
TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.58
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 652.50 DOWNSTREAM(FEET) = 650.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 190.08 CHANNEL SLOPE = 0.0084 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 62.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.449
*USER SPECIFIED(SUBAREA):
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6180
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.90
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.56 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) = 9.76
SUBAREA AREA(ACRES) = 0.96 SUBAREA RUNOFF(CFS) = 2.64
AREA-AVERAGE RUNOFF COEFFICIENT = 0.618
TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.13
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 1.73
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 290.08 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 648.00 DOWNSTREAM(FEET) = 645.50 FLOW LENGTH(FEET) = 270.46 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.95
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.13
PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 10.68
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 560.54 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.200
*USER SPECIFIED(SUBAREA):
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6180
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.6180
SUBAREA AREA(ACRES) = 0.91 SUBAREA RUNOFF(CFS) = 2.36
TOTAL AREA(ACRES) = 2.0 TOTAL RUNOFF(CFS) = 5.32
TC(MIN.) = 10.68
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 206.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.68
RAINFALL INTENSITY(INCH/HR) = 4.20
TOTAL STREAM AREA(ACRES) = 2.05
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.32
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .6180 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 649.39
DOWNSTREAM ELEVATION(FEET) = 648.22
ELEVATION DIFFERENCE(FEET) = 1.17
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.467
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 61.70
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.803
SUBAREA RUNOFF(CFS) = 0.36
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.36
**************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 648.39 DOWNSTREAM(FEET) = 648.22 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL SLOPE = 0.0017 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 99.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.791
*USER SPECIFIED(SUBAREA):
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6180
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.83
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.75 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 2.24 Tc(MIN.) = 8.70
SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 2.93
AREA-AVERAGE RUNOFF COEFFICIENT = 0.618
TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.23
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 0.85
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 642.00 DOWNSTREAM(FEET) = 635.00 FLOW LENGTH(FEET) = 48.80 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.29
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.23
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.76
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 248.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.76
RAINFALL INTENSITY(INCH/HR) = 4.77
TOTAL STREAM AREA(ACRES) = 1.09
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.23
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.32 10.68 4.200 2.05
2 3.23 8.76 4.770 1.09
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 7.60 8.76 4.770
2 8.16 10.68 4.200
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.16 Tc(MIN.) = 10.68
TOTAL AREA(ACRES) = 3.1
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 206.00 = 560.54 FEET. +--------------------------------------------------------------------------+ | THE FOLLOWING NODES 208, 300, 302, AND 304 WILL COMINGLE WITH FLOWS AT | | THE EXISTING INLET |
| |
+--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.200
*USER SPECIFIED(SUBAREA):
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6180
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.6180
SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.34
TOTAL AREA(ACRES) = 3.3 TOTAL RUNOFF(CFS) = 8.49
TC(MIN.) = 10.68
**************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.200
*USER SPECIFIED(SUBAREA):
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6180
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.6180
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.36
TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 8.85
TC(MIN.) = 10.68
**************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.200
*USER SPECIFIED(SUBAREA):
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6180
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.6180
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 3.5 TOTAL RUNOFF(CFS) = 9.11
TC(MIN.) = 10.68
**************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.200
*USER SPECIFIED(SUBAREA):
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6180
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.6180
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.31
TOTAL AREA(ACRES) = 3.6 TOTAL RUNOFF(CFS) = 9.42
TC(MIN.) = 10.68
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 3.6 TC(MIN.) = 10.68
PEAK FLOW RATE(CFS) = 9.42
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
R:\1696\Hyd\DR\Reports\1696-DR.doc
w.o. 3689-1
100 Year Unmitigated Flow
– Developed Condition AES Model Output
Jericho Road
Drainage Study
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * JERICHO ROAD *
* 100-YEAR DEVELOPED CONDITION HYDROLOGICAL MODEL *
* JULY 25, 2023 *
************************************************************************** FILE NAME: R:\1790\HYD\TM\DR\CALCS\AES\PR\100PR.DAT
TIME/DATE OF STUDY: 12:19 07/27/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.600
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 24.0 19.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 100-YR PROPOSED
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH(FEET) = 91.38
UPSTREAM ELEVATION(FEET) = 653.00
DOWNSTREAM ELEVATION(FEET) = 651.51
ELEVATION DIFFERENCE(FEET) = 1.49
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.874
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 71.31
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 651.51 DOWNSTREAM ELEVATION(FEET) = 649.31 STREET LENGTH(FEET) = 115.02 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 2.62
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.54
STREET FLOW TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 4.66
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 88
AREA-AVERAGE RUNOFF COEFFICIENT = 0.800
SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 1.04
TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.59
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.26
FLOW VELOCITY(FEET/SEC.) = 2.40 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 206.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 644.37 DOWNSTREAM(FEET) = 641.40 FLOW LENGTH(FEET) = 198.10 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.86
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.59
PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 5.34
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 404.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.34
RAINFALL INTENSITY(INCH/HR) = 6.57
TOTAL STREAM AREA(ACRES) = 0.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.59
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH(FEET) = 83.90
UPSTREAM ELEVATION(FEET) = 653.00
DOWNSTREAM ELEVATION(FEET) = 652.00
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.166
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH = 66.92
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55
**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 652.00 DOWNSTREAM ELEVATION(FEET) = 646.31 STREET LENGTH(FEET) = 349.10 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 7.41
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81
STREET FLOW TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) = 6.45
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.815
*USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 88
AREA-AVERAGE RUNOFF COEFFICIENT = 0.800
SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 6.00
TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 6.47
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 9.86
FLOW VELOCITY(FEET/SEC.) = 2.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 433.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 641.60 DOWNSTREAM(FEET) = 641.40 FLOW LENGTH(FEET) = 15.50 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.75
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.47
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.49
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 108.00 = 448.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.49
RAINFALL INTENSITY(INCH/HR) = 5.79
TOTAL STREAM AREA(ACRES) = 1.39
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.47
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.59 5.34 6.568 0.29
2 6.47 6.49 5.792 1.39
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.91 5.34 6.568
2 7.87 6.49 5.792
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.87 Tc(MIN.) = 6.49
TOTAL AREA(ACRES) = 1.7
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 108.00 = 448.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 116.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 641.40 DOWNSTREAM(FEET) = 638.40 FLOW LENGTH(FEET) = 192.60 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.60
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.87
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.91
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 116.00 = 641.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.91
RAINFALL INTENSITY(INCH/HR) = 5.56
TOTAL STREAM AREA(ACRES) = 1.68
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.87
**************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 120.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH(FEET) = 85.49
UPSTREAM ELEVATION(FEET) = 652.00
DOWNSTREAM ELEVATION(FEET) = 645.18
ELEVATION DIFFERENCE(FEET) = 6.82
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.499
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 122.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 645.18 DOWNSTREAM ELEVATION(FEET) = 643.21 STREET LENGTH(FEET) = 82.76 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 4.15
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66
STREET FLOW TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 3.02
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 88
AREA-AVERAGE RUNOFF COEFFICIENT = 0.800
SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 2.30
TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.85
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 5.93
FLOW VELOCITY(FEET/SEC.) = 2.84 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 118.00 TO NODE 122.00 = 168.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 116.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 638.50 DOWNSTREAM(FEET) = 638.40 FLOW LENGTH(FEET) = 7.80 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.43
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.85
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 3.05
LONGEST FLOWPATH FROM NODE 118.00 TO NODE 116.00 = 176.05 FEET. **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 3.05
RAINFALL INTENSITY(INCH/HR) = 6.85
TOTAL STREAM AREA(ACRES) = 0.52
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 7.87 6.91 5.561 1.68
2 2.85 3.05 6.850 0.52
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.24 3.05 6.850
2 10.18 6.91 5.561
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.18 Tc(MIN.) = 6.91
TOTAL AREA(ACRES) = 2.2
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 116.00 = 641.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 124.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 638.40 DOWNSTREAM(FEET) = 638.00 FLOW LENGTH(FEET) = 18.14 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.22
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.18
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.94
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 124.00 = 659.24 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH(FEET) = 78.66
UPSTREAM ELEVATION(FEET) = 659.00
DOWNSTREAM ELEVATION(FEET) = 653.00
ELEVATION DIFFERENCE(FEET) = 6.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.271
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.56
**************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 653.00 DOWNSTREAM ELEVATION(FEET) = 645.06 STREET LENGTH(FEET) = 314.49 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 4.32
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70
STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 4.17
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 88
AREA-AVERAGE RUNOFF COEFFICIENT = 0.820
SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 2.58
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 3.15
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 6.15
FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 393.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 640.40 DOWNSTREAM(FEET) = 640.00 FLOW LENGTH(FEET) = 36.20 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.28
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.15
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 4.29
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 429.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 4.29
RAINFALL INTENSITY(INCH/HR) = 6.85
TOTAL STREAM AREA(ACRES) = 0.56
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.15
**************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH(FEET) = 77.70
UPSTREAM ELEVATION(FEET) = 653.00
DOWNSTREAM ELEVATION(FEET) = 652.10
ELEVATION DIFFERENCE(FEET) = 0.90
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.916
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66.58
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.56
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 206.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 652.10 DOWNSTREAM ELEVATION(FEET) = 645.20 STREET LENGTH(FEET) = 254.25 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 2.79
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65
STREET FLOW TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = 5.39
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.529
*USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 88
AREA-AVERAGE RUNOFF COEFFICIENT = 0.820
SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 1.50
TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 2.03
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 4.54
FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 208.00 TO NODE 206.00 = 331.95 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.39
RAINFALL INTENSITY(INCH/HR) = 6.53
TOTAL STREAM AREA(ACRES) = 0.38
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.03
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.15 4.29 6.850 0.56
2 2.03 5.39 6.529 0.38
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.76 4.29 6.850
2 5.03 5.39 6.529
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.03 Tc(MIN.) = 5.39
TOTAL AREA(ACRES) = 0.9
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 429.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 124.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 640.00 DOWNSTREAM(FEET) = 638.00 FLOW LENGTH(FEET) = 50.80 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.53
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.03
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 5.47
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 124.00 = 480.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.03 5.47 6.461 0.94
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 124.00 = 480.15 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 10.18 6.94 5.544 2.20
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 124.00 = 659.24 FEET. ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 13.06 5.47 6.461
2 14.50 6.94 5.544
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.50 Tc(MIN.) = 6.94
TOTAL AREA(ACRES) = 3.1
**************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 126.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 638.00 DOWNSTREAM(FEET) = 605.27 FLOW LENGTH(FEET) = 358.47 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.23
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.50
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 7.29
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 126.00 = 1017.71 FEET. +--------------------------------------------------------------------------+ | OFFSITE DRAINAGE |
| |
| |
+--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00
UPSTREAM ELEVATION(FEET) = 641.00
DOWNSTREAM ELEVATION(FEET) = 638.00
ELEVATION DIFFERENCE(FEET) = 3.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 10.184
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 80.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.329
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.11
**************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 638.00 DOWNSTREAM(FEET) = 634.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 212.00 CHANNEL SLOPE = 0.0189 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 10.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.798
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.19
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.54 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 12.48
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.16
AREA-AVERAGE RUNOFF COEFFICIENT = 0.350
TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.25
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 1.75
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 392.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.48
RAINFALL INTENSITY(INCH/HR) = 3.80
TOTAL STREAM AREA(ACRES) = 0.19
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.25
**************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 308.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00
UPSTREAM ELEVATION(FEET) = 660.00
DOWNSTREAM ELEVATION(FEET) = 656.00
ELEVATION DIFFERENCE(FEET) = 4.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.692
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.676
SUBAREA RUNOFF(CFS) = 0.14
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.14
**************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 310.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 656.00 DOWNSTREAM(FEET) = 651.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 231.00 CHANNEL SLOPE = 0.0216 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 10.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.752
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.23
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.81 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 8.81
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.18
AREA-AVERAGE RUNOFF COEFFICIENT = 0.350
TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.30
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 1.99
LONGEST FLOWPATH FROM NODE 306.00 TO NODE 310.00 = 306.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 304.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.81
RAINFALL INTENSITY(INCH/HR) = 4.75
TOTAL STREAM AREA(ACRES) = 0.18
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.30
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.25 12.48 3.798 0.19
2 0.30 8.81 4.752 0.18
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 0.48 8.81 4.752
2 0.49 12.48 3.798
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 0.49 Tc(MIN.) = 12.48
TOTAL AREA(ACRES) = 0.4
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 392.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.798
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.12
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 0.61
TC(MIN.) = 12.48
**************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.798
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.04
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 0.65
TC(MIN.) = 12.48
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 12.48
PEAK FLOW RATE(CFS) = 0.65
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
R:\1696\Hyd\DR\Reports\1696-DR.doc
w.o. 3689-1
100 Year mitigated Flow
– Developed Condition AES Model Output
Jericho Road
Drainage Study
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * JERICHO ROAD *
* 100-YEAR DEVELOPED CONDITION MITIGATED HYDROLOGICAL MODEL * * JULY 25, 2023 *
************************************************************************** FILE NAME: R:\1790\HYD\TM\DR\CALCS\AES\PR\MIT.DAT
TIME/DATE OF STUDY: 13:37 07/27/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.600
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 24.0 19.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 100-YR MITIGATED
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 91.38
UPSTREAM ELEVATION(FEET) = 653.00
DOWNSTREAM ELEVATION(FEET) = 651.51
ELEVATION DIFFERENCE(FEET) = 1.49
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.874
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 71.31
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 651.51 DOWNSTREAM ELEVATION(FEET) = 649.31 STREET LENGTH(FEET) = 115.02 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 2.62
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.54
STREET FLOW TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 4.66
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.800
SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 1.04
TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.59
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.26
FLOW VELOCITY(FEET/SEC.) = 2.40 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 206.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 644.37 DOWNSTREAM(FEET) = 641.40 FLOW LENGTH(FEET) = 198.10 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.86
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.59
PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 5.34
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 404.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.34
RAINFALL INTENSITY(INCH/HR) = 6.57
TOTAL STREAM AREA(ACRES) = 0.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.59
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 83.90
UPSTREAM ELEVATION(FEET) = 653.00
DOWNSTREAM ELEVATION(FEET) = 652.00
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.166
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH = 66.92
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55
**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 652.00 DOWNSTREAM ELEVATION(FEET) = 646.31 STREET LENGTH(FEET) = 349.10 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 7.41
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81
STREET FLOW TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) = 6.45
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.815
*USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.800
SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 6.00
TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 6.47
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 9.86
FLOW VELOCITY(FEET/SEC.) = 2.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 433.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 641.60 DOWNSTREAM(FEET) = 641.40 FLOW LENGTH(FEET) = 15.50 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.75
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.47
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.49
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 108.00 = 448.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.49
RAINFALL INTENSITY(INCH/HR) = 5.79
TOTAL STREAM AREA(ACRES) = 1.39
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.47
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.59 5.34 6.568 0.29
2 6.47 6.49 5.792 1.39
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.91 5.34 6.568
2 7.87 6.49 5.792
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.87 Tc(MIN.) = 6.49
TOTAL AREA(ACRES) = 1.7
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 108.00 = 448.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 116.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 641.40 DOWNSTREAM(FEET) = 638.40 FLOW LENGTH(FEET) = 192.60 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.60
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.87
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.91
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 116.00 = 641.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.91
RAINFALL INTENSITY(INCH/HR) = 5.56
TOTAL STREAM AREA(ACRES) = 1.68
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.87
**************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 120.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 85.49
UPSTREAM ELEVATION(FEET) = 652.00
DOWNSTREAM ELEVATION(FEET) = 645.18
ELEVATION DIFFERENCE(FEET) = 6.82
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.499
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 122.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 645.18 DOWNSTREAM ELEVATION(FEET) = 643.21 STREET LENGTH(FEET) = 82.76 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 4.15
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66
STREET FLOW TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 3.02
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.800
SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 2.30
TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.85
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 5.93
FLOW VELOCITY(FEET/SEC.) = 2.84 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 118.00 TO NODE 122.00 = 168.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 116.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 638.50 DOWNSTREAM(FEET) = 638.40 FLOW LENGTH(FEET) = 7.80 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.43
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.85
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 3.05
LONGEST FLOWPATH FROM NODE 118.00 TO NODE 116.00 = 176.05 FEET. **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 3.05
RAINFALL INTENSITY(INCH/HR) = 6.85
TOTAL STREAM AREA(ACRES) = 0.52
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 7.87 6.91 5.561 1.68
2 2.85 3.05 6.850 0.52
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.24 3.05 6.850
2 10.18 6.91 5.561
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.18 Tc(MIN.) = 6.91
TOTAL AREA(ACRES) = 2.2
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 116.00 = 641.10 FEET. +--------------------------------------------------------------------------+ | Results from detention analysis. See Chapter 4 |
| |
| |
+--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 9.91 RAIN INTENSITY(INCH/HOUR) = 4.41
TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 7.31
**************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 124.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 638.40 DOWNSTREAM(FEET) = 638.00 FLOW LENGTH(FEET) = 18.14 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.51
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.31
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.95
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 124.00 = 659.24 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 78.66
UPSTREAM ELEVATION(FEET) = 659.00
DOWNSTREAM ELEVATION(FEET) = 653.00
ELEVATION DIFFERENCE(FEET) = 6.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.271
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.56
**************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 653.00 DOWNSTREAM ELEVATION(FEET) = 645.06 STREET LENGTH(FEET) = 314.49 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 4.32
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70
STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 4.17
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.820
SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 2.58
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 3.15
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 6.15
FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 393.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 640.40 DOWNSTREAM(FEET) = 640.00 FLOW LENGTH(FEET) = 36.20 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.28
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.15
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 4.29
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 429.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 4.29
RAINFALL INTENSITY(INCH/HR) = 6.85
TOTAL STREAM AREA(ACRES) = 0.56
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.15
**************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 77.70
UPSTREAM ELEVATION(FEET) = 653.00
DOWNSTREAM ELEVATION(FEET) = 652.10
ELEVATION DIFFERENCE(FEET) = 0.90
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.916
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66.58
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.56
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 206.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 652.10 DOWNSTREAM ELEVATION(FEET) = 645.20 STREET LENGTH(FEET) = 254.25 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 2.79
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65
STREET FLOW TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = 5.39
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.529
*USER SPECIFIED(SUBAREA):
RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.820
SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 1.50
TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 2.03
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 4.54
FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 208.00 TO NODE 206.00 = 331.95 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.39
RAINFALL INTENSITY(INCH/HR) = 6.53
TOTAL STREAM AREA(ACRES) = 0.38
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.03
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.15 4.29 6.850 0.56
2 2.03 5.39 6.529 0.38
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.76 4.29 6.850
2 5.03 5.39 6.529
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.03 Tc(MIN.) = 5.39
TOTAL AREA(ACRES) = 0.9
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 429.35 FEET. +--------------------------------------------------------------------------+ | Results from Detention Analysis. See Chapter 4 |
| |
| |
+--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 27.39 RAIN INTENSITY(INCH/HOUR) = 2.29
TOTAL AREA(ACRES) = 0.94 TOTAL RUNOFF(CFS) = 0.37
**************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 124.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 640.00 DOWNSTREAM(FEET) = 638.00 FLOW LENGTH(FEET) = 50.80 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.40
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.37
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 27.58
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 124.00 = 480.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.37 27.58 2.277 0.94
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 124.00 = 480.15 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 7.31 9.95 4.396 2.20
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 124.00 = 659.24 FEET. ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 7.42 9.95 4.396
2 4.15 27.58 2.277
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.42 Tc(MIN.) = 9.95
TOTAL AREA(ACRES) = 3.1
**************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 126.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 638.00 DOWNSTREAM(FEET) = 605.27 FLOW LENGTH(FEET) = 358.47 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.39
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.42
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 10.36
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 126.00 = 1017.71 FEET. +--------------------------------------------------------------------------+ | OFFSITE DRAINAGE |
| |
| |
+--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00
UPSTREAM ELEVATION(FEET) = 641.00
DOWNSTREAM ELEVATION(FEET) = 638.00
ELEVATION DIFFERENCE(FEET) = 3.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 10.184
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 80.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.329
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.11
**************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 638.00 DOWNSTREAM(FEET) = 634.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 212.00 CHANNEL SLOPE = 0.0189 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 10.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.798
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.19
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.54 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 12.48
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.16
AREA-AVERAGE RUNOFF COEFFICIENT = 0.350
TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.25
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 1.75
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 392.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.48
RAINFALL INTENSITY(INCH/HR) = 3.80
TOTAL STREAM AREA(ACRES) = 0.19
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.25
**************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 308.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00
UPSTREAM ELEVATION(FEET) = 660.00
DOWNSTREAM ELEVATION(FEET) = 656.00
ELEVATION DIFFERENCE(FEET) = 4.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.692
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.676
SUBAREA RUNOFF(CFS) = 0.14
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.14
**************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 310.00 IS CODE = 51
---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 656.00 DOWNSTREAM(FEET) = 651.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 231.00 CHANNEL SLOPE = 0.0216 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 10.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.752
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.23
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.81 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 8.81
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.18
AREA-AVERAGE RUNOFF COEFFICIENT = 0.350
TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.30
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 1.99
LONGEST FLOWPATH FROM NODE 306.00 TO NODE 310.00 = 306.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 304.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.81
RAINFALL INTENSITY(INCH/HR) = 4.75
TOTAL STREAM AREA(ACRES) = 0.18
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.30
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.25 12.48 3.798 0.19
2 0.30 8.81 4.752 0.18
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 0.48 8.81 4.752
2 0.49 12.48 3.798
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 0.49 Tc(MIN.) = 12.48
TOTAL AREA(ACRES) = 0.4
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 392.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.798
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.12
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 0.61
TC(MIN.) = 12.48
**************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.798
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.04
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 0.65
TC(MIN.) = 12.48
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 12.48
PEAK FLOW RATE(CFS) = 0.65
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
CHAPTER 4
DETENTION ANALYSIS
BASIN AREA 0.94 ACRES
RUNOFF COEFFICIENT 0.82
PEAK DISCHARGE 5.03 CFS
TIME (MIN) = 0 DISCHARGE (CFS) = 0
TIME (MIN) = 5 DISCHARGE (CFS) = 0.1
TIME (MIN) = 10 DISCHARGE (CFS) = 0.1
TIME (MIN) = 15 DISCHARGE (CFS) = 0.1
TIME (MIN) = 20 DISCHARGE (CFS) = 0.1
TIME (MIN) = 25 DISCHARGE (CFS) = 0.1
TIME (MIN) = 30 DISCHARGE (CFS) = 0.1
TIME (MIN) = 35 DISCHARGE (CFS) = 0.1
TIME (MIN) = 40 DISCHARGE (CFS) = 0.1
TIME (MIN) = 45 DISCHARGE (CFS) = 0.1
TIME (MIN) = 50 DISCHARGE (CFS) = 0.1
TIME (MIN) = 55 DISCHARGE (CFS) = 0.1
TIME (MIN) = 60 DISCHARGE (CFS) = 0.1
TIME (MIN) = 65 DISCHARGE (CFS) = 0.1
TIME (MIN) = 70 DISCHARGE (CFS) = 0.1
TIME (MIN) = 75 DISCHARGE (CFS) = 0.1
TIME (MIN) = 80 DISCHARGE (CFS) = 0.2
TIME (MIN) = 85 DISCHARGE (CFS) = 0.2
TIME (MIN) = 90 DISCHARGE (CFS) = 0.2
TIME (MIN) = 95 DISCHARGE (CFS) = 0.2
TIME (MIN) = 100 DISCHARGE (CFS) = 0.2
TIME (MIN) = 105 DISCHARGE (CFS) = 0.2
TIME (MIN) = 110 DISCHARGE (CFS) = 0.2
TIME (MIN) = 115 DISCHARGE (CFS) = 0.2
TIME (MIN) = 120 DISCHARGE (CFS) = 0.2
TIME (MIN) = 125 DISCHARGE (CFS) = 0.2
TIME (MIN) = 130 DISCHARGE (CFS) = 0.2
TIME (MIN) = 135 DISCHARGE (CFS) = 0.2
TIME (MIN) = 140 DISCHARGE (CFS) = 0.2
TIME (MIN) = 145 DISCHARGE (CFS) = 0.2
TIME (MIN) = 150 DISCHARGE (CFS) = 0.2
TIME (MIN) = 155 DISCHARGE (CFS) = 0.2
TIME (MIN) = 160 DISCHARGE (CFS) = 0.2
TIME (MIN) = 165 DISCHARGE (CFS) = 0.2
TIME (MIN) = 170 DISCHARGE (CFS) = 0.3
TIME (MIN) = 175 DISCHARGE (CFS) = 0.3
TIME (MIN) = 180 DISCHARGE (CFS) = 0.3
TIME (MIN) = 185 DISCHARGE (CFS) = 0.3
TIME (MIN) = 190 DISCHARGE (CFS) = 0.3
TIME (MIN) = 195 DISCHARGE (CFS) = 0.3
TIME (MIN) = 200 DISCHARGE (CFS) = 0.3
TIME (MIN) = 205 DISCHARGE (CFS) = 0.4
TIME (MIN) = 210 DISCHARGE (CFS) = 0.4
TIME (MIN) = 215 DISCHARGE (CFS) = 0.5
TIME (MIN) = 220 DISCHARGE (CFS) = 0.5
TIME (MIN) = 225 DISCHARGE (CFS) = 0.6
TIME (MIN) = 230 DISCHARGE (CFS) = 0.7
TIME (MIN) = 235 DISCHARGE (CFS) = 1
TIME (MIN) = 240 DISCHARGE (CFS) = 1.7
TIME (MIN) = 245 DISCHARGE (CFS) = 5.03
TIME (MIN) = 250 DISCHARGE (CFS) = 0.8
TIME (MIN) = 255 DISCHARGE (CFS) = 0.6
TIME (MIN) = 260 DISCHARGE (CFS) = 0.4
TIME (MIN) = 265 DISCHARGE (CFS) = 0.4
TIME (MIN) = 270 DISCHARGE (CFS) = 0.3
TIME (MIN) = 275 DISCHARGE (CFS) = 0.3
TIME (MIN) = 280 DISCHARGE (CFS) = 0.3
TIME (MIN) = 285 DISCHARGE (CFS) = 0.2
TIME (MIN) = 290 DISCHARGE (CFS) = 0.2
TIME (MIN) = 295 DISCHARGE (CFS) = 0.2
TIME (MIN) = 300 DISCHARGE (CFS) = 0.2
TIME (MIN) = 305 DISCHARGE (CFS) = 0.2
TIME (MIN) = 310 DISCHARGE (CFS) = 0.2
TIME (MIN) = 315 DISCHARGE (CFS) = 0.2
TIME (MIN) = 320 DISCHARGE (CFS) = 0.2
TIME (MIN) = 325 DISCHARGE (CFS) = 0.2
TIME (MIN) = 330 DISCHARGE (CFS) = 0.1
TIME (MIN) = 335 DISCHARGE (CFS) = 0.1
TIME (MIN) = 340 DISCHARGE (CFS) = 0.1
TIME (MIN) = 345 DISCHARGE (CFS) = 0.1
TIME (MIN) = 350 DISCHARGE (CFS) = 0.1
200 Node Series
TIME (MIN) = 355 DISCHARGE (CFS) = 0.1
TIME (MIN) = 360 DISCHARGE (CFS) = 0.1
TIME (MIN) = 365 DISCHARGE (CFS) = 0
HMP #1 Discharge
Discharge vs Elevation Table
Low orifice: 1 " Top orifice: 4 "
Number: 1 Number: 0
Cg-low: 0.61 Cg-low: 0.61
invert elev: 0.00 ft invert elev: 4.00 ft
Middle orifice: 3 " Emergency inlet: 18" standup pipe
number of orif: 1 Rim height: 5.00 ft
Cg-middle: 0.61 Area 1.7671 sq ft
invert elev: 3.17 ft Circumference 4.7124 ft
h H/D-low H/D-mid H/D-top Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qtop-orif Qtop-weir Qtot-top Qemerg Qtot (ft) - - - (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
0.17 2.00 0.00 0.00 0.009 0.013 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.009
0.33 4.00 1.88 0.00 0.014 0.024 0.014 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.014
0.50 6.00 0.00 0.00 0.018 0.344 0.018 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.018
0.67 8.00 0.00 0.00 0.021 2.243 0.021 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.021
0.83 10.00 0.00 0.00 0.024 8.567 0.024 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024
1.00 12.00 0.00 0.00 0.026 24.355 0.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.026
1.17 14.00 0.00 0.00 0.028 57.454 0.028 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.028
1.33 16.00 0.00 0.00 0.030 119.136 0.030 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.030
1.50 18.00 0.00 0.00 0.032 224.716 0.032 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.032
1.67 20.00 0.00 0.00 0.034 394.165 0.034 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.034
1.83 22.00 0.00 0.00 0.036 652.729 0.036 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.036
2.00 24.00 0.00 0.00 0.037 1031.545 0.037 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.037
2.17 26.00 0.00 0.00 0.039 1568.256 0.039 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.039
2.33 28.00 0.00 0.00 0.040 2307.630 0.040 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.040
2.50 30.00 0.00 0.00 0.042 3302.171 0.042 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042
2.67 32.00 0.00 0.00 0.043 4612.744 0.043 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.043
2.83 34.00 0.00 0.00 0.045 6309.182 0.045 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.045
3.00 36.00 0.00 0.00 0.046 8470.909 0.046 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.046
3.17 38.00 0.00 0.00 0.047 11187.553 0.047 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.047 < 0.054 cfs
3.33 40.00 0.65 0.00 0.048 14559.566 0.048 0.047 0.039 0.039 0.000 0.000 0.000 0.000 0.088
3.50 42.00 1.32 0.00 0.050 18698.833 0.050 0.109 0.123 0.109 0.000 0.000 0.000 0.000 0.158
3.67 44.00 1.99 0.00 0.051 23729.298 0.051 0.146 0.194 0.146 0.000 0.000 0.000 0.000 0.197
3.83 46.00 2.65 0.00 0.052 29787.573 0.052 0.176 0.219 0.176 0.000 0.000 0.000 0.000 0.228
4.00 48.00 3.32 0.00 0.053 37023.556 0.053 0.202 0.230 0.202 0.000 0.000 0.000 0.000 0.255
4.17 50.00 3.99 0.50 0.054 45601.051 0.054 0.224 0.363 0.224 0.000 0.000 0.000 0.000 0.279
4.33 52.00 4.65 1.00 0.055 55698.380 0.055 0.245 0.902 0.245 0.000 0.000 0.000 0.000 0.300
4.50 54.00 5.32 1.50 0.056 67509.000 0.056 0.264 2.310 0.264 0.000 0.000 0.000 0.000 0.320
4.67 56.00 5.99 2.00 0.057 81242.122 0.057 0.281 5.277 0.281 0.000 0.000 0.000 0.000 0.339
4.83 58.00 6.65 2.50 0.058 97123.324 0.058 0.298 10.755 0.298 0.000 0.000 0.000 0.000 0.356
5.00 60.00 7.32 3.00 0.059 115395.172 0.059 0.314 19.999 0.314 0.000 0.000 0.000 0.000 0.373
5.17 62.00 7.99 3.50 0.060 136317.830 0.060 0.329 34.603 0.329 0.000 0.000 0.000 0.994 1.383
5.33 64.00 8.65 4.00 0.061 160169.680 0.061 0.343 56.547 0.343 0.000 0.000 0.000 2.811 3.216
5.50 66.00 9.32 4.50 0.062 187247.942 0.062 0.357 88.230 0.357 0.000 0.000 0.000 5.165 5.584
5.67 68.00 9.99 5.00 0.063 217869.281 0.063 0.370 132.512 0.370 0.000 0.000 0.000 7.063 7.497
5.83 70.00 10.65 5.50 0.064 252370.432 0.064 0.383 192.752 0.383 0.000 0.000 0.000 7.897 8.344
6.00 72.00 11.32 6.00 0.065 291108.813 0.065 0.395 272.851 0.395 0.000 0.000 0.000 8.651 9.111
Date: 7/26/2023
Project Name: DMA1- SOUTH - COPY - 33763 (7-26-2023 22-10-38) City / County:
State:
Designed By:
Company:
=Adjustable Input Cells Telephone:
Out-to-out length (ft): 70.0 Backfill Porosity (%): 40% System Diameter (in): 72 Out-to-out width (ft): 24.0 Depth Above Pipe (in): 6.0 Pipe Spacing (in): 36 Number of Manifolds (ea): 1.0 Depth Below Pipe (in): 0.0 Incremental Analysis (in): 2 Number of Barrels (ea): 3.0 Width At Ends (ft): 1.0 System Invert (Elevation): 0 Width At Sides (ft): 1.0
Depth (ft) Elevation (ft)
Incremental
Storage (cf)
Cumulative
Storage (cf)
Incremental
Storage (cf)
Cumulative
Storage (cf)
Incremental
Storage (cf)
Cumulative
Storage (cf)
Percent Open
Storage (%)
Ave. Surface
Area (sf)
0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0% 748.8
0.17 0.16 47.6 47.6 105.8 105.8 153.4 153.4 31.0% 1,004.4
0.33 0.33 85.9 133.5 90.4 196.2 176.3 329.7 40.5% 1,105.0
0.50 0.50 109.6 243.1 81.0 277.2 190.6 520.3 46.7% 1,178.6
0.67 0.66 127.9 370.9 73.7 350.8 201.5 721.8 51.4% 1,237.6
0.83 0.83 142.8 513.7 67.7 418.5 210.5 932.2 55.1% 1,286.6
1.00 1.00 155.3 669.1 62.7 481.2 218.0 1,150.2 58.2% 1,328.4
1.17 1.16 166.1 835.2 58.4 539.5 224.5 1,374.7 60.8% 1,364.3
1.33 1.33 175.4 1,010.6 54.6 594.2 230.0 1,604.7 63.0% 1,395.4
1.50 1.50 183.4 1,194.0 51.4 645.6 234.9 1,839.6 64.9% 1,422.2
1.67 1.66 190.4 1,384.3 48.7 694.3 239.0 2,078.6 66.6% 1,445.4
1.83 1.83 196.3 1,580.7 46.3 740.5 242.6 2,321.2 68.1% 1,465.2
2.00 2.00 201.4 1,782.0 44.2 784.8 245.6 2,566.8 69.4% 1,481.9
2.17 2.16 205.6 1,987.7 42.5 827.3 248.2 2,815.0 70.6% 1,495.8
2.33 2.33 209.1 2,196.8 41.2 868.5 250.3 3,065.3 71.7% 1,507.0
2.50 2.50 211.8 2,408.6 40.1 908.5 251.9 3,317.2 72.6% 1,515.5
2.67 2.66 213.9 2,622.5 39.2 947.8 253.1 3,570.3 73.5% 1,521.6
2.83 2.83 215.2 2,837.7 38.7 986.5 253.9 3,824.2 74.2% 1,525.2
3.00 3.00 215.9 3,053.6 38.4 1,024.9 254.3 4,078.6 74.9% 1,526.4
3.17 3.16 215.9 3,269.5 38.4 1,063.4 254.3 4,332.9 75.5% 1,525.2
3.33 3.33 215.2 3,484.7 38.7 1,102.1 253.9 4,586.8 76.0% 1,521.6
3.50 3.50 213.9 3,698.6 39.2 1,141.4 253.1 4,840.0 76.4% 1,515.5
3.67 3.66 211.8 3,910.5 40.1 1,181.4 251.9 5,091.9 76.8% 1,507.0
3.83 3.83 209.1 4,119.6 41.2 1,222.6 250.3 5,342.1 77.1% 1,495.8
4.00 4.00 205.6 4,325.2 42.5 1,265.1 248.2 5,590.3 77.4% 1,481.9
4.17 4.16 201.4 4,526.6 44.2 1,309.4 245.6 5,836.0 77.6% 1,465.2
4.33 4.33 196.3 4,722.9 46.3 1,355.6 242.6 6,078.6 77.7% 1,445.4
4.50 4.50 190.4 4,913.3 48.7 1,404.3 239.0 6,317.6 77.8% 1,422.2
4.67 4.66 183.4 5,096.7 51.4 1,455.7 234.9 6,552.4 77.8% 1,395.4
4.83 4.83 175.4 5,272.1 54.6 1,510.4 230.0 6,782.5 77.7% 1,364.3
5.00 5.00 166.1 5,438.2 58.4 1,568.7 224.5 7,006.9 77.6% 1,328.4
5.17 5.16 155.3 5,593.5 62.7 1,631.4 218.0 7,224.9 77.4% 1,286.6
5.33 5.33 142.8 5,736.3 67.7 1,699.1 210.5 7,435.4 77.1% 1,237.6
5.50 5.50 127.9 5,864.2 73.7 1,772.7 201.5 7,636.9 76.8% 1,178.6
5.67 5.66 109.6 5,973.8 81.0 1,853.7 190.6 7,827.5 76.3% 1,105.0
5.83 5.83 85.9 6,059.7 90.4 1,944.1 176.3 8,003.8 75.7% 1,004.4
6.00 6.00 47.6 6,107.3 105.8 2,049.9 153.4 8,157.2 74.9% 748.8
6.17 6.16 0.0 6,107.3 124.8 2,174.7 124.8 8,282.0 73.7% 748.8
6.33 6.33 0.0 6,107.3 124.8 2,299.5 124.8 8,406.8 72.6% 748.8 System Pipe Stone Total System
Storage Volume Estimation
Miscellaneous
Contech Engineered Solutions, LLC is pleased to offer the following estimate of storage volume for the above named project. The results are submitted as an estimate only, without liability on the part of Contech Engineered Solutions, LLC for accuracy or suitability to any particular applicaton and are subject to verification of the Engineer of Record. This tool is only applicable for rectangular shaped systems.
CMP: Underground Detention System
Storage Volume Estimation
Summary of Inputs
System Information Backfill Information Pipe & Analysis Information These results are submitted to you as a guideline only, without liability on the part of CONTECH Engineered Solutions, LLC for accuracy or suitability to any particular application, and are subject to your verification.
6.50 6.50 0.0 6,107.3 124.8 2,424.3 124.8 8,531.6 71.6% 748.8 These results are submitted to you as a guideline only, without liability on the part of CONTECH Engineered Solutions, LLC for accuracy or suitability to any particular application, and are subject to your verification.
depth area area (ac) elevation volume (cf)
volume
(acft)
0.00 749 0.0172 0.0 0.0 0.000
0.17 1004 0.0231 0.2 153.4 0.004
0.33 1105 0.0254 0.3 329.7 0.008
0.50 1179 0.0271 0.5 520.3 0.012
0.67 1238 0.0284 0.7 721.8 0.017
0.83 1287 0.0295 0.8 932.2 0.021
1.00 1328 0.0305 1.0 1,150.2 0.026
1.17 1364 0.0313 1.2 1,374.7 0.032
1.33 1395 0.0320 1.3 1,604.7 0.037
1.50 1422 0.0326 1.5 1,839.6 0.042
1.67 1445 0.0332 1.7 2,078.6 0.048 1.53 DCV
1.83 1465 0.0336 1.8 2,321.2 0.053
2.00 1482 0.0340 2.0 2,566.8 0.059
2.17 1496 0.0343 2.2 2,815.0 0.065
2.33 1507 0.0346 2.3 3,065.3 0.070
2.50 1516 0.0348 2.5 3,317.2 0.076
2.67 1522 0.0349 2.7 3,570.3 0.082
2.83 1525 0.0350 2.8 3,824.2 0.088
3.00 1526 0.0350 3.0 4,078.6 0.094
3.17 1525 0.0350 3.2 4,332.9 0.099 >4240 cft
3.33 1522 0.0349 3.3 4,586.8 0.105
3.50 1516 0.0348 3.5 4,840.0 0.111
3.67 1507 0.0346 3.7 5,091.9 0.117
3.83 1496 0.0343 3.8 5,342.1 0.123
4.00 1482 0.0340 4.0 5,590.3 0.128
4.17 1465 0.0336 4.2 5,836.0 0.134
4.33 1445 0.0332 4.3 6,078.6 0.140
4.50 1422 0.0326 4.5 6,317.6 0.145
4.67 1395 0.0320 4.7 6,552.4 0.150
4.83 1364 0.0313 4.8 6,782.5 0.156
5.00 1328 0.0305 5.0 7,006.9 0.161
5.17 1287 0.0295 5.2 7,224.9 0.166
5.33 1238 0.0284 5.3 7,435.4 0.171
5.50 1179 0.0271 5.5 7,636.9 0.175
5.67 1105 0.0254 5.7 7,827.5 0.180
5.83 1004 0.0231 5.8 8,003.8 0.184
6.00 749 0.0172 6.0 8,157.2 0.187
6.17 749 0.0172 6.2 8,282.0 0.190
6.33 749 0.0172 6.3 8,406.8 0.193
6.50 749 0.0172 6.5 8,531.6 0.196
HMP #1 Stage Storage-CMP
HMP #1 DRAWDOWN CALCULATION
Elevation QAVG (CFS) DV (CF) DT (HR) Total T
0.17 0.01 153 4.51 47.72
0.33 0.01 176 4.11 43.21
0.50 0.02 191 3.26 39.11
0.67 0.02 202 2.86 35.85
0.83 0.02 210 2.61 32.99
1.00 0.02 218 2.43 30.38
1.17 0.03 224 2.29 27.96
1.33 0.03 230 2.18 25.67
1.50 0.03 235 2.08 23.49
1.67 0.03 239 2.00 21.40
1.83 0.03 243 1.93 19.40
2.00 0.04 246 1.87 17.47
2.17 0.04 248 1.81 15.60
2.33 0.04 250 1.75 13.79
2.50 0.04 252 1.70 12.04
2.67 0.04 253 1.65 10.34
2.83 0.04 254 1.61 8.69
3.00 0.05 254 1.56 7.08
3.17 0.05 254 1.52 5.52
3.33 0.07 254 1.05 4.01
3.50 0.12 253 0.57 2.96
3.67 0.18 252 0.39 2.39
3.83 0.21 250 0.33 1.99
4.00 0.24 248 0.29 1.67
4.17 0.27 246 0.26 1.38
4.33 0.29 243 0.23 1.13
4.50 0.31 239 0.21 0.89
4.67 0.33 235 0.20 0.68
4.83 0.35 230 0.18 0.48
5.00 0.36 224 0.17 0.30
5.17 0.88 218 0.07 0.13
5.33 2.30 210 0.03 0.06
5.50 4.40 202 0.01 0.03
5.67 6.54 191 0.01 0.02
5.83 7.92 176 0.01 0.01
6.00 8.73 153 0.00 0.00
TOTAL DRAW
DOWN < 96 HRS
RATIONAL METHOD HYDROGRAPH PROGRAM
COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RUN DATE 7/26/2023
HYDROGRAPH FILE NAME Text1
TIME OF CONCENTRATION 7 MIN.
6 HOUR RAINFALL 2.6 INCHES
BASIN AREA 2.2 ACRES
RUNOFF COEFFICIENT 0.8
PEAK DISCHARGE 10.18 CFS
TIME (MIN) = 0 DISCHARGE (CFS) = 0
TIME (MIN) = 7 DISCHARGE (CFS) = 0.3
TIME (MIN) = 14 DISCHARGE (CFS) = 0.3
TIME (MIN) = 21 DISCHARGE (CFS) = 0.3
TIME (MIN) = 28 DISCHARGE (CFS) = 0.3
TIME (MIN) = 35 DISCHARGE (CFS) = 0.3
TIME (MIN) = 42 DISCHARGE (CFS) = 0.3
TIME (MIN) = 49 DISCHARGE (CFS) = 0.3
TIME (MIN) = 56 DISCHARGE (CFS) = 0.3
TIME (MIN) = 63 DISCHARGE (CFS) = 0.3
TIME (MIN) = 70 DISCHARGE (CFS) = 0.3
TIME (MIN) = 77 DISCHARGE (CFS) = 0.3
TIME (MIN) = 84 DISCHARGE (CFS) = 0.4
TIME (MIN) = 91 DISCHARGE (CFS) = 0.4
TIME (MIN) = 98 DISCHARGE (CFS) = 0.4
TIME (MIN) = 105 DISCHARGE (CFS) = 0.4
TIME (MIN) = 112 DISCHARGE (CFS) = 0.4
TIME (MIN) = 119 DISCHARGE (CFS) = 0.4
TIME (MIN) = 126 DISCHARGE (CFS) = 0.4
TIME (MIN) = 133 DISCHARGE (CFS) = 0.4
TIME (MIN) = 140 DISCHARGE (CFS) = 0.5
TIME (MIN) = 147 DISCHARGE (CFS) = 0.5
TIME (MIN) = 154 DISCHARGE (CFS) = 0.5
TIME (MIN) = 161 DISCHARGE (CFS) = 0.5
TIME (MIN) = 168 DISCHARGE (CFS) = 0.6
TIME (MIN) = 175 DISCHARGE (CFS) = 0.6
TIME (MIN) = 182 DISCHARGE (CFS) = 0.6
TIME (MIN) = 189 DISCHARGE (CFS) = 0.7
TIME (MIN) = 196 DISCHARGE (CFS) = 0.8
TIME (MIN) = 203 DISCHARGE (CFS) = 0.9
TIME (MIN) = 210 DISCHARGE (CFS) = 0.9
TIME (MIN) = 217 DISCHARGE (CFS) = 1.1
TIME (MIN) = 224 DISCHARGE (CFS) = 1.3
TIME (MIN) = 231 DISCHARGE (CFS) = 1.9
TIME (MIN) = 238 DISCHARGE (CFS) = 2.2
TIME (MIN) = 245 DISCHARGE (CFS) = 10.18
TIME (MIN) = 252 DISCHARGE (CFS) = 1.5
TIME (MIN) = 259 DISCHARGE (CFS) = 1
TIME (MIN) = 266 DISCHARGE (CFS) = 0.8
TIME (MIN) = 273 DISCHARGE (CFS) = 0.7
TIME (MIN) = 280 DISCHARGE (CFS) = 0.6
TIME (MIN) = 287 DISCHARGE (CFS) = 0.5
TIME (MIN) = 294 DISCHARGE (CFS) = 0.5
TIME (MIN) = 301 DISCHARGE (CFS) = 0.4
TIME (MIN) = 308 DISCHARGE (CFS) = 0.4
TIME (MIN) = 315 DISCHARGE (CFS) = 0.4
TIME (MIN) = 322 DISCHARGE (CFS) = 0.4
TIME (MIN) = 329 DISCHARGE (CFS) = 0.3
TIME (MIN) = 336 DISCHARGE (CFS) = 0.3
TIME (MIN) = 343 DISCHARGE (CFS) = 0.3
TIME (MIN) = 350 DISCHARGE (CFS) = 0.3
TIME (MIN) = 357 DISCHARGE (CFS) = 0.3
TIME (MIN) = 364 DISCHARGE (CFS) = 0
100 Node Series
HMP #2 Discharge
Discharge vs Elevation Table
Low orifice: 1.45 " Top orifice: 6 "
Number: 1 Number: 0
Cg-low: 0.61 Cg-low: 0.61
invert elev: 0.00 ft invert elev: 5.00 ft
Middle orifice: 6 " Emergency inlet:
number of orif: 10 Rim height: 5.00 ft
Cg-middle: 0.61 Area 1.7671 sq ft <-2' X 2' Weir
invert elev: 4.17 ft Circumference 4.7124 ft
h H/D-low H/D-mid H/D-top Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qtop-orif Qtop-weir Qtot-top Qemerg Qtot (ft) - - - (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
0.17 1.38 0.00 0.00 0.018 0.021 0.018 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.018
0.33 2.76 1.88 0.00 0.029 0.036 0.029 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.029
0.50 4.14 0.00 0.00 0.037 0.071 0.037 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.037
0.67 5.52 0.00 0.00 0.044 0.485 0.044 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.044
0.83 6.90 0.00 0.00 0.049 2.211 0.049 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.049
1.00 8.28 0.00 0.00 0.054 6.998 0.054 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.054
1.17 9.66 0.00 0.00 0.059 17.657 0.059 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.059
1.33 11.03 0.00 0.00 0.063 38.303 0.063 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.063
1.50 12.41 0.00 0.00 0.067 74.599 0.067 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.067
1.67 13.79 0.00 0.00 0.071 133.999 0.071 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.071
1.83 15.17 0.00 0.00 0.075 225.991 0.075 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.075
2.00 16.55 0.00 0.00 0.078 362.342 0.078 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.078
2.17 17.93 0.00 0.00 0.081 557.341 0.081 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.081
2.33 19.31 0.00 0.00 0.085 828.042 0.085 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.085
2.50 20.69 0.00 0.00 0.088 1194.507 0.088 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.088
2.67 22.07 0.00 0.00 0.091 1680.049 0.091 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.091
2.83 23.45 0.00 0.00 0.093 2311.478 0.093 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.093
3.00 24.83 0.00 0.00 0.096 3119.343 0.096 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.096
3.17 26.21 0.00 0.00 0.099 4138.174 0.099 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.099
3.33 27.59 0.00 0.00 0.102 5406.727 0.102 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.102
3.50 28.97 0.00 0.00 0.104 6968.229 0.104 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.104
3.67 30.34 0.00 0.00 0.107 8870.617 0.107 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.107
3.83 31.72 0.00 0.00 0.109 11166.786 0.109 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.109
4.00 33.10 0.00 0.00 0.111 13914.830 0.111 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.111
4.17 34.48 0.00 0.00 0.114 17178.286 0.114 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.114 < 0.127 cfs
4.33 35.86 0.33 0.00 0.116 21026.378 0.116 0.000 0.606 0.606 0.000 0.000 0.000 0.000 0.722
4.50 37.24 0.66 0.00 0.118 25534.259 0.118 2.719 2.252 2.252 0.000 0.000 0.000 0.000 2.370
4.67 38.62 0.99 0.00 0.120 30783.255 0.120 4.774 4.542 4.542 0.000 0.000 0.000 0.000 4.663
4.83 40.00 1.33 0.00 0.123 36861.111 0.123 6.179 7.034 6.179 0.000 0.000 0.000 0.000 6.302
5.00 41.38 1.66 0.00 0.125 43862.231 0.125 7.320 9.305 7.320 0.000 0.000 0.000 0.000 7.445
5.17 42.76 1.99 0.33 0.127 51887.922 0.127 8.306 11.028 8.306 0.000 0.000 0.000 0.994 9.426
5.33 44.14 2.33 0.67 0.129 61046.639 0.129 9.186 12.036 9.186 0.000 0.000 0.000 2.811 12.126
5.50 45.52 2.66 1.00 0.131 71454.227 0.131 9.989 12.396 9.989 0.000 0.000 0.000 5.165 15.285
5.67 46.90 2.99 1.33 0.133 83234.167 0.133 10.732 12.475 10.732 0.000 0.000 0.000 7.063 17.928
5.83 48.28 3.33 1.67 0.135 96517.815 0.135 11.427 13.014 11.427 0.000 0.000 0.000 7.897 19.459
6.00 49.66 3.66 2.00 0.137 111444.651 0.137 12.082 15.195 12.082 0.000 0.000 0.000 8.651 20.869
6.17 51.06 4.00 2.34 0.139 128516.201 0.139 12.715 20.871 12.715 0.000 0.000 0.000 9.357 22.211
6.33 52.39 4.32 2.66 0.141 146434.413 0.141 13.284 31.545 13.284 0.000 0.000 0.000 9.976 23.401
6.50 53.79 4.66 3.00 0.142 167605.986 0.142 13.862 51.508 13.862 0.000 0.000 0.000 10.595 24.599
Date: 8/1/2023
Project Name: Underground Perforated CMP - 35383 (8-1-2023 17-29-9) City / County:
State:
Designed By:
Company:
=Adjustable Input Cells Telephone:
Out-to-out length (ft): 69.0 Backfill Porosity (%): 40% System Diameter (in): 72 Out-to-out width (ft): 42.0 Depth Above Pipe (in): 6.0 Pipe Spacing (in): 36 Number of Manifolds (ea): 1.0 Depth Below Pipe (in): 0.0 Incremental Analysis (in): 2 Number of Barrels (ea): 5.0 Width At Ends (ft): 1.0 System Invert (Elevation): 0 Width At Sides (ft): 1.0
Depth (ft) Elevation (ft)
Incremental
Storage (cf)
Cumulative
Storage (cf)
Incremental
Storage (cf)
Cumulative
Storage (cf)
Incremental
Storage (cf)
Cumulative
Storage (cf)
Percent Open
Storage (%)
Ave. Surface
Area (sf)
0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0% 1,249.6
0.17 0.16 78.7 78.7 176.8 176.8 255.5 255.5 30.8% 1,672.0
0.33 0.33 141.9 220.6 151.5 328.3 293.4 548.9 40.2% 1,838.4
0.50 0.50 181.2 401.8 135.8 464.1 317.0 865.9 46.4% 1,960.0
0.67 0.66 211.3 613.1 123.7 587.8 335.1 1,200.9 51.1% 2,057.4
0.83 0.83 236.0 849.0 113.9 701.7 349.9 1,550.8 54.8% 2,138.5
1.00 1.00 256.8 1,105.8 105.6 807.3 362.3 1,913.1 57.8% 2,207.5
1.17 1.16 274.5 1,380.3 98.5 905.7 373.0 2,286.1 60.4% 2,266.9
1.33 1.33 289.9 1,670.2 92.3 998.0 382.2 2,668.3 62.6% 2,318.2
1.50 1.50 303.2 1,973.4 87.0 1,085.0 390.2 3,058.4 64.5% 2,362.6
1.67 1.66 314.6 2,288.0 82.4 1,167.5 397.0 3,455.5 66.2% 2,400.9
1.83 1.83 324.5 2,612.5 78.5 1,245.9 403.0 3,858.4 67.7% 2,433.6
2.00 2.00 332.9 2,945.3 75.1 1,321.1 408.0 4,266.4 69.0% 2,461.3
2.17 2.16 339.9 3,285.2 72.3 1,393.4 412.2 4,678.6 70.2% 2,484.2
2.33 2.33 345.6 3,630.8 70.0 1,463.4 415.6 5,094.2 71.3% 2,502.7
2.50 2.50 350.1 3,980.9 68.2 1,531.6 418.3 5,512.6 72.2% 2,516.8
2.67 2.66 353.5 4,334.4 66.9 1,598.5 420.4 5,932.9 73.1% 2,526.8
2.83 2.83 355.7 4,690.2 66.0 1,664.5 421.7 6,354.6 73.8% 2,532.8
3.00 3.00 356.8 5,047.0 65.5 1,730.0 422.4 6,777.0 74.5% 2,534.8
3.17 3.16 356.8 5,403.8 65.5 1,795.6 422.4 7,199.3 75.1% 2,532.8
3.33 3.33 355.7 5,759.5 66.0 1,861.5 421.7 7,621.0 75.6% 2,526.8
3.50 3.50 353.5 6,113.0 66.9 1,928.4 420.4 8,041.4 76.0% 2,516.8
3.67 3.66 350.1 6,463.1 68.2 1,996.6 418.3 8,459.7 76.4% 2,502.7
3.83 3.83 345.6 6,808.7 70.0 2,066.6 415.6 8,875.4 76.7% 2,484.2
4.00 4.00 339.9 7,148.6 72.3 2,139.0 412.2 9,287.6 77.0% 2,461.3
4.17 4.16 332.9 7,481.5 75.1 2,214.1 408.0 9,695.5 77.2% 2,433.6
4.33 4.33 324.5 7,805.9 78.5 2,292.6 403.0 10,098.5 77.3% 2,400.9
4.50 4.50 314.6 8,120.6 82.4 2,375.0 397.0 10,495.5 77.4% 2,362.6
4.67 4.66 303.2 8,423.7 87.0 2,462.0 390.2 10,885.7 77.4% 2,318.2
4.83 4.83 289.9 8,713.6 92.3 2,554.3 382.2 11,267.9 77.3% 2,266.9
5.00 5.00 274.5 8,988.1 98.5 2,652.7 373.0 11,640.9 77.2% 2,207.5
5.17 5.16 256.8 9,244.9 105.6 2,758.3 362.3 12,003.2 77.0% 2,138.5
5.33 5.33 236.0 9,480.9 113.9 2,872.2 349.9 12,353.1 76.7% 2,057.4
5.50 5.50 211.3 9,692.2 123.7 2,995.9 335.1 12,688.1 76.4% 1,960.0
5.67 5.66 181.2 9,873.3 135.8 3,131.7 317.0 13,005.1 75.9% 1,838.4
5.83 5.83 141.9 10,015.3 151.5 3,283.2 293.4 13,298.5 75.3% 1,672.0
6.00 6.00 78.7 10,093.9 176.8 3,460.0 255.5 13,554.0 74.5% 1,249.6
6.17 6.16 0.0 10,093.9 208.3 3,668.3 208.3 13,762.2 73.3% 1,249.6 System Pipe Stone Total System
Storage Volume Estimation
Miscellaneous
Contech Engineered Solutions, LLC is pleased to offer the following estimate of storage volume for the above named project. The results are submitted as an estimate only, without liability on the part of Contech Engineered Solutions, LLC for accuracy or suitability to any particular applicaton and are subject to verification of the Engineer of Record. This tool is only applicable for rectangular shaped systems.
CMP: Underground Detention System
Storage Volume Estimation
Summary of Inputs
System Information Backfill Information Pipe & Analysis Information These results are submitted to you as a guideline only, without liability on the part of CONTECH Engineered Solutions, LLC for accuracy or suitability to any particular application, and are subject to your verification.
6.33 6.33 0.0 10,093.9 208.3 3,876.6 208.3 13,970.5 72.3% 1,249.6
6.50 6.50 0.0 10,093.9 208.3 4,084.8 208.3 14,178.8 71.2% 1,249.6 These results are submitted to you as a guideline only, without liability on the part of CONTECH Engineered Solutions, LLC for accuracy or suitability to any particular application, and are subject to your verification.
depth area area (ac) elevation volume (cf)
volume
(acft)
0.00 1249.6 0.0000 0.0 0.0 0.000
0.17 1672.0 0.0384 0.2 255.5 0.006
0.33 1838.4 0.0422 0.3 548.9 0.013
0.50 1960.0 0.0450 0.5 865.9 0.020
0.67 2057.4 0.0472 0.7 1,200.9 0.028
0.83 2138.5 0.0491 0.8 1,550.8 0.036
1.00 2207.5 0.0507 1.0 1,913.1 0.044
1.17 2266.9 0.0520 1.2 2,286.1 0.052
1.33 2318.2 0.0532 1.3 2,668.3 0.061
1.50 2362.6 0.0542 1.5 3,058.4 0.070
1.67 2400.9 0.0551 1.7 3,455.5 0.079
1.83 2433.6 0.0559 1.8 3,858.4 0.089
2.00 2461.3 0.0565 2.0 4,266.4 0.098
2.17 2484.2 0.0570 2.2 4,678.6 0.107 1.57 DCV
2.33 2502.7 0.0575 2.3 5,094.2 0.117
2.50 2516.8 0.0578 2.5 5,512.6 0.127
2.67 2526.8 0.0580 2.7 5,932.9 0.136
2.83 2532.8 0.0581 2.8 6,354.6 0.146
3.00 2534.8 0.0582 3.0 6,777.0 0.156
3.17 2532.8 0.0581 3.2 7,199.3 0.165
3.33 2526.8 0.0580 3.3 7,621.0 0.175
3.50 2516.8 0.0578 3.5 8,041.4 0.185
3.67 2502.7 0.0575 3.7 8,459.7 0.194
3.83 2484.2 0.0570 3.8 8,875.4 0.204
4.00 2461.3 0.0565 4.0 9,287.6 0.213
4.17 2433.6 0.0559 4.2 9,695.5 0.223 >9566 cft
4.33 2400.9 0.0551 4.3 10,098.5 0.232
4.50 2362.6 0.0542 4.5 10,495.5 0.241
4.67 2318.2 0.0532 4.7 10,885.7 0.250
4.83 2266.9 0.0520 4.8 11,267.9 0.259
5.00 2207.5 0.0507 5.0 11,640.9 0.267
5.17 2138.5 0.0491 5.2 12,003.2 0.276
5.33 2057.4 0.0472 5.3 12,353.1 0.284
5.50 1960.0 0.0450 5.5 12,688.1 0.291
5.67 1838.4 0.0422 5.7 13,005.1 0.299
5.83 1672.0 0.0384 5.8 13,298.5 0.305
6.00 1249.6 0.0287 6.0 13,554.0 0.311
6.17 1249.6 0.0287 6.2 13,762.2 0.316
6.33 1249.6 0.0287 6.3 13,970.5 0.321
6.50 1249.6 0.0287 6.5 14,178.8 0.325
HMP #2 Stage Storage-CMP
9,696 CFT STORAGE
PROVIDED AT 4.17 FT
> 9,566 CFT MIN BMP
SIZE
HMP #2 DRAWDOWN CALCULATION
Elevation QAVG (CFS) DV (CF) DT (HR) Total T
0.17 0.02 255 3.88 42.28
0.33 0.02 293 3.42 38.40
0.50 0.03 317 2.65 34.97
0.67 0.04 335 2.30 32.33
0.83 0.05 350 2.09 30.03
1.00 0.05 362 1.94 27.94
1.17 0.06 373 1.83 26.00
1.33 0.06 382 1.74 24.17
1.50 0.07 390 1.66 22.44
1.67 0.07 397 1.59 20.78
1.83 0.07 403 1.53 19.19
2.00 0.08 408 1.48 17.65
2.17 0.08 412 1.43 16.17
2.33 0.08 416 1.39 14.74
2.50 0.09 418 1.35 13.35
2.67 0.09 420 1.31 12.00
2.83 0.09 422 1.27 10.69
3.00 0.09 422 1.24 9.42
3.17 0.10 422 1.20 8.18
3.33 0.10 422 1.17 6.98
3.50 0.10 420 1.14 5.81
3.67 0.11 418 1.10 4.67
3.83 0.11 416 1.07 3.57
4.00 0.11 412 1.04 2.50
4.17 0.11 408 1.01 1.46
4.33 0.42 403 0.27 0.45
4.50 1.55 397 0.07 0.19
4.67 3.52 390 0.03 0.11
4.83 5.48 382 0.02 0.08
5.00 6.87 373 0.02 0.06
5.17 8.44 362 0.01 0.05
5.33 10.78 350 0.01 0.04
5.50 13.71 335 0.01 0.03
5.67 16.61 317 0.01 0.02
5.83 18.69 293 0.00 0.02
6.00 20.16 255 0.00 0.01
6.17 21.54 208 0.00 0.01
6.33 22.81 208 0.00 0.00
6.50 24.00 208 0.00 0.00
TOTAL DRAW
DOWN < 96 HRS
Detention-basin edit.inp
[TITLE]
;;Project Title/Notes
Jericho Road- Detention Analysis
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION GREEN_AMPT
FLOW_ROUTING KINWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 07/26/2023
START_TIME 00:00:00
REPORT_START_DATE 07/26/2023
REPORT_START_TIME 00:00:00
END_DATE 07/26/2023
END_TIME 10:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:15:00
WET_STEP 00:05:00
DRY_STEP 01:00:00
ROUTING_STEP 0:00:30
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.566
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
CONSTANT 0.0
DRY_ONLY NO
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ---------------- Node216 0 FREE NO
Input
Detention-basin edit.inp
Node116 0 FREE NO
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD ;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- -------- -------- Basin1 0 6.5 1.67 TABULAR CMP1 0 0
Basin2 0 6.5 2.17 TABULAR CMP2 0 0
[OUTLETS]
;;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated ;;-------------- ---------------- ---------------- ---------- --------------- ---------------- ---------- -------- Detention/HMPOrifices1 Basin1 Node216 0 TABULAR/HEAD Basin1Discharge NO Detention/HMPOrifices2 Basin2 Node116 0 TABULAR/HEAD Basin2Discharge NO [INFLOWS]
;;Node Constituent Time Series Type Mfactor Sfactor Baseline Pattern ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- Basin1 FLOW Basin1InflowHyd FLOW 1.0 1.0
Basin2 FLOW Basin2InflowHyd FLOW 1.0 1.0
[CURVES]
;;Name Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
Basin1Discharge Rating 0.00 0.000
Basin1Discharge 0.17 0.009
Basin1Discharge 0.33 0.014
Basin1Discharge 0.50 0.018
Basin1Discharge 0.67 0.021
Basin1Discharge 0.83 0.024
Basin1Discharge 1.00 0.026
Basin1Discharge 1.17 0.028
Basin1Discharge 1.33 0.030
Basin1Discharge 1.50 0.032
Basin1Discharge 1.67 0.034
Basin1Discharge 1.83 0.036
Basin1Discharge 2.00 0.037
Basin1Discharge 2.17 0.039
Basin1Discharge 2.33 0.040
Basin1Discharge 2.50 0.042
Basin1Discharge 2.67 0.043
Basin1Discharge 2.83 0.045
Basin1Discharge 3.00 0.046
Basin1Discharge 3.17 0.047
Basin1Discharge 3.33 0.088
Basin1Discharge 3.50 0.158
Basin1Discharge 3.67 0.197
Basin1Discharge 3.83 0.228
Basin1Discharge 4.00 0.255
Basin1Discharge 4.17 0.279
Basin1Discharge 4.33 0.300
Basin1Discharge 4.50 0.320
Basin1Discharge 4.67 0.339
Detention-basin edit.inp
Basin1Discharge 4.83 0.356
Basin1Discharge 5.00 0.373
Basin1Discharge 5.17 1.383
Basin1Discharge 5.33 3.216
Basin1Discharge 5.50 5.584
Basin1Discharge 5.67 7.497
Basin1Discharge 5.83 8.344
Basin1Discharge 6.00 9.111
;
Basin2Discharge Rating 0.00 0.000
Basin2Discharge 0.17 0.018
Basin2Discharge 0.33 0.029
Basin2Discharge 0.50 0.037
Basin2Discharge 0.67 0.044
Basin2Discharge 0.83 0.049
Basin2Discharge 1.00 0.054
Basin2Discharge 1.17 0.059
Basin2Discharge 1.33 0.063
Basin2Discharge 1.50 0.067
Basin2Discharge 1.67 0.071
Basin2Discharge 1.83 0.075
Basin2Discharge 2.00 0.078
Basin2Discharge 2.17 0.081
Basin2Discharge 2.33 0.085
Basin2Discharge 2.50 0.088
Basin2Discharge 2.67 0.091
Basin2Discharge 2.83 0.093
Basin2Discharge 3.00 0.096
Basin2Discharge 3.17 0.099
Basin2Discharge 3.33 0.102
Basin2Discharge 3.50 0.104
Basin2Discharge 3.67 0.107
Basin2Discharge 3.83 0.109
Basin2Discharge 4.00 0.111
Basin2Discharge 4.17 0.114
Basin2Discharge 4.33 0.722
Basin2Discharge 4.50 2.370
Basin2Discharge 4.67 4.663
Basin2Discharge 4.83 6.302
Basin2Discharge 5.00 7.445
Basin2Discharge 5.17 9.426
Basin2Discharge 5.33 12.126
Basin2Discharge 5.50 15.285
Basin2Discharge 5.67 17.928
Basin2Discharge 5.83 19.459
Basin2Discharge 6.00 20.869
Basin2Discharge 6.17 22.211
Basin2Discharge 6.33 23.401
Basin2Discharge 6.50 24.599
;
CMP1 Storage 0.00 749
CMP1 0.17 1004
Detention-basin edit.inp
CMP1 0.33 1105
CMP1 0.50 1179
CMP1 0.67 1238
CMP1 0.83 1287
CMP1 1.00 1328
CMP1 1.17 1364
CMP1 1.33 1395
CMP1 1.50 1422
CMP1 1.67 1445
CMP1 1.83 1465
CMP1 2.00 1482
CMP1 2.17 1496
CMP1 2.33 1507
CMP1 2.50 1516
CMP1 2.67 1522
CMP1 2.83 1525
CMP1 3.00 1526
CMP1 3.17 1525
CMP1 3.33 1522
CMP1 3.50 1516
CMP1 3.67 1507
CMP1 3.83 1496
CMP1 4.00 1482
CMP1 4.17 1465
CMP1 4.33 1445
CMP1 4.50 1422
CMP1 4.67 1395
CMP1 4.83 1364
CMP1 5.00 1328
CMP1 5.17 1287
CMP1 5.33 1238
CMP1 5.50 1179
CMP1 5.67 1105
CMP1 5.83 1004
CMP1 6.00 749
CMP1 6.17 749
CMP1 6.33 749
CMP1 6.50 749
;
CMP2 Storage 0.00 1249.6
CMP2 0.17 1672.0
CMP2 0.33 1838.4
CMP2 0.50 1960.0
CMP2 0.67 2057.4
CMP2 0.83 2138.5
CMP2 1.00 2207.5
CMP2 1.17 2266.9
CMP2 1.33 2318.2
CMP2 1.50 2362.6
CMP2 1.67 2400.9
CMP2 1.83 2433.6
CMP2 2.00 2461.3
Detention-basin edit.inp
CMP2 2.17 2484.2
CMP2 2.33 2502.7
CMP2 2.50 2516.8
CMP2 2.67 2526.8
CMP2 2.83 2532.8
CMP2 3.00 2534.8
CMP2 3.17 2532.8
CMP2 3.33 2526.8
CMP2 3.50 2516.8
CMP2 3.67 2502.7
CMP2 3.83 2484.2
CMP2 4.00 2461.3
CMP2 4.17 2433.6
CMP2 4.33 2400.9
CMP2 4.50 2362.6
CMP2 4.67 2318.2
CMP2 4.83 2266.9
CMP2 5.00 2207.5
CMP2 5.17 2138.5
CMP2 5.33 2057.4
CMP2 5.50 1960.0
CMP2 5.67 1838.4
CMP2 5.83 1672.0
CMP2 6.00 1249.6
CMP2 6.17 1249.6
CMP2 6.33 1249.6
CMP2 6.50 1249.6
[TIMESERIES]
;;Name Date Time Value
;;-------------- ---------- ---------- ----------
Basin1InflowHyd 7/26/2023 0:00 0
Basin1InflowHyd 7/26/2023 0:05 0.1
Basin1InflowHyd 7/26/2023 0:10 0.1
Basin1InflowHyd 7/26/2023 0:15 0.1
Basin1InflowHyd 7/26/2023 0:20 0.1
Basin1InflowHyd 7/26/2023 0:25 0.1
Basin1InflowHyd 7/26/2023 0:30 0.1
Basin1InflowHyd 7/26/2023 0:35 0.1
Basin1InflowHyd 7/26/2023 0:40 0.1
Basin1InflowHyd 7/26/2023 0:45 0.1
Basin1InflowHyd 7/26/2023 0:50 0.1
Basin1InflowHyd 7/26/2023 0:55 0.1
Basin1InflowHyd 7/26/2023 1:00 0.1
Basin1InflowHyd 7/26/2023 1:05 0.1
Basin1InflowHyd 7/26/2023 1:10 0.1
Basin1InflowHyd 7/26/2023 1:15 0.1
Basin1InflowHyd 7/26/2023 1:20 0.2
Basin1InflowHyd 7/26/2023 1:25 0.2
Basin1InflowHyd 7/26/2023 1:30 0.2
Basin1InflowHyd 7/26/2023 1:35 0.2
Basin1InflowHyd 7/26/2023 1:40 0.2
Inflow
hydrograph
CMP1
(Node 200)
Detention-basin edit.inp
Basin1InflowHyd 7/26/2023 1:45 0.2
Basin1InflowHyd 7/26/2023 1:50 0.2
Basin1InflowHyd 7/26/2023 1:55 0.2
Basin1InflowHyd 7/26/2023 2:00 0.2
Basin1InflowHyd 7/26/2023 2:05 0.2
Basin1InflowHyd 7/26/2023 2:10 0.2
Basin1InflowHyd 7/26/2023 2:15 0.2
Basin1InflowHyd 7/26/2023 2:20 0.2
Basin1InflowHyd 7/26/2023 2:25 0.2
Basin1InflowHyd 7/26/2023 2:30 0.2
Basin1InflowHyd 7/26/2023 2:35 0.2
Basin1InflowHyd 7/26/2023 2:40 0.2
Basin1InflowHyd 7/26/2023 2:45 0.2
Basin1InflowHyd 7/26/2023 2:50 0.3
Basin1InflowHyd 7/26/2023 2:55 0.3
Basin1InflowHyd 7/26/2023 3:00 0.3
Basin1InflowHyd 7/26/2023 3:05 0.3
Basin1InflowHyd 7/26/2023 3:10 0.3
Basin1InflowHyd 7/26/2023 3:15 0.3
Basin1InflowHyd 7/26/2023 3:20 0.3
Basin1InflowHyd 7/26/2023 3:25 0.4
Basin1InflowHyd 7/26/2023 3:30 0.4
Basin1InflowHyd 7/26/2023 3:35 0.5
Basin1InflowHyd 7/26/2023 3:40 0.5
Basin1InflowHyd 7/26/2023 3:45 0.6
Basin1InflowHyd 7/26/2023 3:50 0.7
Basin1InflowHyd 7/26/2023 3:55 1
Basin1InflowHyd 7/26/2023 4:00 1.7
Basin1InflowHyd 7/26/2023 4:05 5.03
Basin1InflowHyd 7/26/2023 4:10 0.8
Basin1InflowHyd 7/26/2023 4:15 0.6
Basin1InflowHyd 7/26/2023 4:20 0.4
Basin1InflowHyd 7/26/2023 4:25 0.4
Basin1InflowHyd 7/26/2023 4:30 0.3
Basin1InflowHyd 7/26/2023 4:35 0.3
Basin1InflowHyd 7/26/2023 4:40 0.3
Basin1InflowHyd 7/26/2023 4:45 0.2
Basin1InflowHyd 7/26/2023 4:50 0.2
Basin1InflowHyd 7/26/2023 4:55 0.2
Basin1InflowHyd 7/26/2023 5:00 0.2
Basin1InflowHyd 7/26/2023 5:05 0.2
Basin1InflowHyd 7/26/2023 5:10 0.2
Basin1InflowHyd 7/26/2023 5:15 0.2
Basin1InflowHyd 7/26/2023 5:20 0.2
Basin1InflowHyd 7/26/2023 5:25 0.2
Basin1InflowHyd 7/26/2023 5:30 0.1
Basin1InflowHyd 7/26/2023 5:35 0.1
Basin1InflowHyd 7/26/2023 5:40 0.1
Basin1InflowHyd 7/26/2023 5:45 0.1
Basin1InflowHyd 7/26/2023 5:50 0.1
Basin1InflowHyd 7/26/2023 5:55 0.1
Basin1InflowHyd 7/26/2023 6:00 0.1
Detention-basin edit.inp
Basin1InflowHyd 7/26/2023 6:05 0
;
Basin2InflowHyd 7/26/2023 0:00 0
Basin2InflowHyd 7/26/2023 0:07 0.3
Basin2InflowHyd 7/26/2023 0:14 0.3
Basin2InflowHyd 7/26/2023 0:21 0.3
Basin2InflowHyd 7/26/2023 0:28 0.3
Basin2InflowHyd 7/26/2023 0:35 0.3
Basin2InflowHyd 7/26/2023 0:42 0.3
Basin2InflowHyd 7/26/2023 0:49 0.3
Basin2InflowHyd 7/26/2023 0:56 0.3
Basin2InflowHyd 7/26/2023 1:03 0.3
Basin2InflowHyd 7/26/2023 1:10 0.3
Basin2InflowHyd 7/26/2023 1:17 0.3
Basin2InflowHyd 7/26/2023 1:24 0.4
Basin2InflowHyd 7/26/2023 1:31 0.4
Basin2InflowHyd 7/26/2023 1:38 0.4
Basin2InflowHyd 7/26/2023 1:45 0.4
Basin2InflowHyd 7/26/2023 1:52 0.4
Basin2InflowHyd 7/26/2023 1:59 0.4
Basin2InflowHyd 7/26/2023 2:06 0.4
Basin2InflowHyd 7/26/2023 2:13 0.4
Basin2InflowHyd 7/26/2023 2:20 0.5
Basin2InflowHyd 7/26/2023 2:27 0.5
Basin2InflowHyd 7/26/2023 2:34 0.5
Basin2InflowHyd 7/26/2023 2:41 0.5
Basin2InflowHyd 7/26/2023 2:48 0.6
Basin2InflowHyd 7/26/2023 2:55 0.6
Basin2InflowHyd 7/26/2023 3:02 0.6
Basin2InflowHyd 7/26/2023 3:09 0.7
Basin2InflowHyd 7/26/2023 3:16 0.8
Basin2InflowHyd 7/26/2023 3:23 0.9
Basin2InflowHyd 7/26/2023 3:30 0.9
Basin2InflowHyd 7/26/2023 3:37 1.1
Basin2InflowHyd 7/26/2023 3:44 1.3
Basin2InflowHyd 7/26/2023 3:51 1.9
Basin2InflowHyd 7/26/2023 3:58 2.2
Basin2InflowHyd 7/26/2023 4:05 10.18
Basin2InflowHyd 7/26/2023 4:12 1.5
Basin2InflowHyd 7/26/2023 4:19 1
Basin2InflowHyd 7/26/2023 4:26 0.8
Basin2InflowHyd 7/26/2023 4:33 0.7
Basin2InflowHyd 7/26/2023 4:40 0.6
Basin2InflowHyd 7/26/2023 4:47 0.5
Basin2InflowHyd 7/26/2023 4:54 0.5
Basin2InflowHyd 7/26/2023 5:01 0.4
Basin2InflowHyd 7/26/2023 5:08 0.4
Basin2InflowHyd 7/26/2023 5:15 0.4
Basin2InflowHyd 7/26/2023 5:22 0.4
Basin2InflowHyd 7/26/2023 5:29 0.3
Basin2InflowHyd 7/26/2023 5:36 0.3
Basin2InflowHyd 7/26/2023 5:43 0.3
Inflow
hydrograph
CMP2
(Node 100)
Detention-basin edit.inp
Basin2InflowHyd 7/26/2023 5:50 0.3
Basin2InflowHyd 7/26/2023 5:57 0.3
[REPORT]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS -822.614 0.000 10000.000 10000.000
Units None
[COORDINATES]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
Node216 -702.726 5698.467
Node116 1337.308 5689.949
Basin1 -719.761 7580.920
Basin2 1337.308 7649.063
[VERTICES]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
Detention-basin edit.rpt
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.014) -------------------------------------------------------------- Jericho Road- Detention Analysis
********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step.
********************************************************* ****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ NO
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Flow Routing Method ...... KINWAVE
Starting Date ............ 07/26/2023 00:00:00
Ending Date .............. 07/26/2023 10:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:15:00
Routing Time Step ........ 30.00 sec
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 0.000 0.000
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.537 0.175
External Outflow ......... 0.408 0.133
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.155 0.050
Final Stored Volume ...... 0.283 0.092
Continuity Error (%) ..... 0.048
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 29.00 sec
Average Time Step : 30.00 sec
Maximum Time Step : 30.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 1.00
Percent Not Converging : 0.00
******************
Node Depth Summary
Output
Detention-basin edit.rpt
******************
--------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
--------------------------------------------------------------------------------- Node216 OUTFALL 0.00 0.00 0.00 0 00:00 0.00
Node116 OUTFALL 0.00 0.00 0.00 0 00:00 0.00
Basin1 STORAGE 3.23 4.97 4.97 0 04:27 4.97
Basin2 STORAGE 3.61 4.98 4.98 0 04:08 4.54
*******************
Node Inflow Summary
*******************
------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- Node216 OUTFALL 0.00 0.37 0 04:27 0 0.0372 0.000
Node116 OUTFALL 0.00 7.31 0 04:08 0 0.0958 0.000
Basin1 STORAGE 5.03 5.03 0 04:05 0.053 0.0685 0.040
Basin2 STORAGE 10.18 10.18 0 04:05 0.122 0.157 0.051
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
-------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- Basin1 4.411 52 0 0 6.958 82 0 04:27 0.37
Basin2 8.290 59 0 0 11.584 82 0 04:08 7.31
***********************
Outfall Loading Summary
***********************
----------------------------------------------------------- Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
----------------------------------------------------------- Node216 100.00 0.14 0.37 0.037
Node116 100.00 0.36 7.31 0.096
----------------------------------------------------------- System 100.00 0.49 7.31 0.133
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
100 yr WSE Outflow
Detention-basin edit.rpt
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
----------------------------------------------------------------------------- Detention/HMPOrifices1 DUMMY 0.37 0 04:27
Detention/HMPOrifices2 DUMMY 7.31 0 04:08
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Tue Aug 1 10:55:24 2023
Analysis ended on: Tue Aug 1 10:55:24 2023
Total elapsed time: < 1 sec
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jul 28 2023 Existing Jericho Road at Node 206
User-defined
Invert Elev (ft) = 0.31
Slope (%) = 12.80
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 9.42
(Sta, El, n)-(Sta, El, n)...
( 0.00, 1.00)-(9.50, 0.81, 0.013)-(10.00, 0.81, 0.013)-(10.17, 0.31, 0.013)-(11.50, 0.44, 0.013)-(33.50, 0.88, 0.013) Highlighted
Depth (ft) = 0.30
Q (cfs) = 9.420
Area (sqft) = 1.05
Velocity (ft/s) = 8.97
Wetted Perim (ft) = 10.15
Crit Depth, Yc (ft) = 0.49
Top Width (ft) = 9.93
EGL (ft) = 1.55
-5 0 5 10 15 20 25 30 35 40
Elev (ft) Depth (ft)
Section
-0.50 -0.81
0.00 -0.31
0.50 0.19
1.00 0.69
1.50 1.19
2.00 1.69
Sta (ft)
For Existing condition Velocity calculation
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
CHAPTER 5
HYDROLOGY EXHIBITS
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
CHAPTER 5
HYDROLOGY EXHIBITS
5.1 – Existing Condition Hydrology Exhibit
CT
ARY
JERICHO RD
OF
1 1
PREPARED BY: MAP
HUNSAKER
& ASSOCIATES
CITY OF LA MESA, CALIFORNIA
JERICHO ROAD
EXISTING
DRAINAGE MAP
LEGEND
PROJECT BOUNDARYDRAINAGE BOUNDARYINITIAL SUBAREAFLOW DIRECTIONEXISTING IMPERVIOUS AREA AREA
HYDROLOGIC SOIL TYPENODE NUMBER
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
CHAPTER 5
HYDROLOGY EXHIBITS
5.2 – Developed Condition Hydrology Exhibit
ROJECT
UNDARY
B
R
O
A
D
M
O
O
R
D
R
JERICHO RD
A
M
AYA
D
R
PROJECT
BOUNDARY
PROJECT
BOUNDARY
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
A
MA
YA
D
R
PROJECT
BOUNDARY
PROJECT
BOUNDARY
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
A
MA
YA
D
R
PROJECT
BOUNDARY
PVT. DRIVE "A"
PVT. DRIVE "B"
PVT. DRIVE "C"
P
VT. D
R
I
VE
"
E
"
PVT. DRIVE "C"
T
T
M
M
M
M
M
PVT. DRIVE "D"
OF
1 1
PREPARED BY: MAP
HUNSAKER
& ASSOCIATES
LEGEND
PROJECT BOUNDARY
DRAINAGE BOUNDARY
INITIAL SUBAREA
FLOW DIRECTION
AREA
HYDROLOGIC SOIL TYPE
NODE NUMBER
CITY OF LA MESA, CALIFORNIA
PROPOSED HYDROLOGY MAP
JERICHO ROAD
SITE
N
VICINITY MAP
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
CHAPTER 6
References
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
CHAPTER 6
6.1 Soil Map
Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/14/2023
3627560 3627590 3627620 3627650 3627680 3627710 3627740 3627560 3627590 3627620 3627650 3627680 3627710 3627740 500400 500430 500460 500490 500520 500550 500580 500610 500640 500670 500400 500430 500460 500490 500520 500550 500580 500610 500640 500670 32° 47' 15'' N
116° 59' 45'' W
32° 47' 15'' N
116° 59' 33'' W
32° 47' 9'' N
116° 59' 45'' W
32° 47' 9'' N
116° 59' 33'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300
Feet
0 20 40 80 120
Meters
Map Scale: 1:1,380 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.
Soil Survey Area: San Diego County Area, California
Survey Area Data: Version 18, Sep 14, 2022
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Mar 24, 2022—Apr 29, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/14/2023
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI RhE Redding-Urban land
complex, 9 to 30
percent slopes
D 3.3 100.0%
Totals for Area of Interest 3.3 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/14/2023
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/14/2023
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
CHAPTER 6
6.2 As-Built Plans
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
CHAPTER 6
6.3 Site Development Plan
PROPOSED PORTION OF PVT. DRIVE 'E'
(AT CURB RETURN NORTH OF PROP. STORM DRAIN CONN.)
EXISTING BROADMOR DRIVE
EXISTING JERICHO ROAD
PROPOSED PVT. DRIVES 'B' & 'D'
PROPOSED PVT. DRIVE 'A'
PROPOSED PORTION OF PVT. DRIVE 'C'
PROPOSED PORTION OF PVT. DRIVE 'E'
(WHERE ON STREET PARKING IS SHOWN)
EXISTING AMAYA DRIVE
8 OF
SHEET
PREPARED BY:
HUNSAKER
& ASSOCIATES
CITY OF LA MESA, CALIFORNIA
SITE DEVELOPMENT PLAN
JERICHO ROAD
2 TYPICAL PARKING DETAIL
0" MOD. CURB
4" MOD. 'G-2' CURB & GUTTER
4" MOD. 'G-4' ROLLED CURB
4" MOD. 'G-1' CURB
STREET SECTIONS / SITE DETAILS
DRIVEWAY/GARAGE DETAIL ON CROWNED DRIVE
TYPICAL 8-PLEX & 8-PLEX WITH TURN-IN
DETAIL ON CROWNED DRIVE
TYPICAL 9-PLEX WITH TURN-IN DRIVEWAY/GARAGE
DRIVEWAY/GARAGE DETAIL ON INVERTED DRIVE
TYPICAL 8-PLEX & 8-PLEX WITH TURN-IN
8 OF
SHEET
PREPARED BY:
HUNSAKER
& ASSOCIATES
CITY OF LA MESA, CALIFORNIA
SITE DEVELOPMENT PLAN
JERICHO ROAD
3 SITE DETAILS / DRIVEWAY DETAILS
LAKEVIEW DR
A
MA
YA
D
R
PROJECT
BOUNDARY
PROJECT
BOUNDARY
BROADMOOR PL
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
8 OF
SHEET
PREPARED BY:
HUNSAKER
& ASSOCIATES
CITY OF LA MESA, CALIFORNIA
SITE DEVELOPMENT PLAN
JERICHO ROAD
EXISTING CONDITIONS
4
PROJECT
BOUNDARY
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
A
MA
YA
D
R
LAKEVIEW DR
BROADMOOR PL
PROJECT
BOUNDARY
PROJECT
BOUNDARY
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
A
MA
YA
D
R
LAKEVIEW DR
BROADMOOR PL
PROJECT
BOUNDARY
PVT. DRIVE "A"
PVT. DRIVE "B"
PVT. DRIVE "C"
P
VT. D
R
I
VE
"
E
"
PVT. DRIVE "C"
T
T
M
M
M
M
M
BLDG #2
BLDG #3
BLDG #4 BLDG #5
BLDG #6
B
L
D
G
#
7 BLDG #1
P=652.2
P=651.3
P=651.3 P=649.0
P
=646.3
P=652.2 P=651.2
P=651.7
P=650.3
P=650.3
P=648.0
P=646.4
P
=64
5.3 PVT. DRIVE "D"
BLDG #9
P=652.6
BLDG #8
P=652.1
P=651.6
FF=653.3
FF=652.8
FF=652.3 P=652.6
FF=653.3
FF=652.9
FF=651.9
FF=652.4
FF=652.9
FF=652.0 FF=651.0
FF=64
7.0 FF=646.0
FF=652.0 FF=651.0 FF=649.7
FF=648.7
FF=647.1
8 OF
SHEET
PREPARED BY:
HUNSAKER
& ASSOCIATES
CITY OF LA MESA, CALIFORNIA
SITE DEVELOPMENT PLAN
JERICHO ROAD
5 SITE PLAN
PROJECT
BOUNDARY
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
A
MA
YA
D
R
LAKEVIEW DR
BROADMOOR PL
PROJECT
BOUNDARY
PROJECT
BOUNDARY
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
A
MA
YA
D
R
LAKEVIEW DR
BROADMOOR PL
PROJECT
BOUNDARY
PVT. DRIVE "A"
PVT. DRIVE "B"
PVT. DRIVE "C"
P
VT. D
R
I
VE
"
E
"
PVT. DRIVE "C"
T
T
BLDG #2
BLDG #3
BLDG #4 BLDG #5
BLDG #6
B
L
D
G
#
7 BLDG #1
P=652.2
P=651.3
P=651.3 P=649.0
P
=646.3
P=652.2 P=651.2
P=651.7
P=650.3
P=650.3
P=648.0
P=646.4
P
=64
5.3 PVT. DRIVE "D"
BLDG #9
P=652.6
BLDG #8
P=652.1
P=651.6
FF=653.3
FF=652.8
FF=652.3 P=652.6
FF=653.3
FF=652.9
FF=651.9
FF=652.4
FF=652.9
FF=652.0 FF=651.0
FF=64
7.0 FF=646.0
FF=652.0 FF=651.0 FF=649.7
FF=648.7
FF=647.1
8 OF
SHEET
PREPARED BY:
HUNSAKER
& ASSOCIATES
CITY OF LA MESA, CALIFORNIA
SITE DEVELOPMENT PLAN
JERICHO ROAD
7 ACCESSIBILE ROUTE
LEGEND
PROPOSED ACCESSIBLE ROUTE
8 OF
SHEET
PREPARED BY:
HUNSAKER
& ASSOCIATES
CITY OF LA MESA, CALIFORNIA
SITE DEVELOPMENT PLAN
JERICHO ROAD
8 BOUNDARIES AND ENCUMBRANCES
’
’
’
’ ”
’
’
’
’
’ ’
’ ’
LEGAL DESCRIPTION
TITLE REFERENCE
ASSESSOR'S PARCEL NUMBER
TITLE EXCEPTIONS
—
Appendix H
Storm Water Quality Management Plan
County of San Diego
Stormwater Quality Management Plan (SWQMP)
For Priority Development Projects (PDPs)
Use for all PDPs (see Storm Water Intake Form, Part 4)
Template Date: September 15, 2020 Preparation Date: Footer Date
PDP SWQMP
Project Information Development type ☐ New development ☐ Redevelopment Project Name Jericho Road
Project Address 9407 JERICHO RD
Assessor’s Parcel # (APN) 486-670-18-00
Permit # / Record ID TBD
Project category (select one) ☐ Commercial ☐ Minor subdivision* ☐ Industrial ☐ Major subdivision*
☐ Single family residential lot ☒ Multi-family residential* *If residential, is a Homeowners Association (HOA) proposed? ☒ Yes ☐ No Project Applicant / Project Proponent
Name Johanna Crooker
Address 5 Peters Canyon Road
Phone (949) 299-3847 Email: [email protected] SWQMP Preparer
Name Alisa S. Vilapando
Company (if applicable) Hunsaker & Associates San Diego, Inc.
Address 9707 Waples Street, San Diego, CA 92121
Phone (858) 558-4500 Email: [email protected]
PE Number (if applicable) 4795
Preparer's Certification
I understand that the County of San Diego has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the County of San Diego BMP Design Manual. The BMP Design Manual is a design manual for compliance with local County of San Diego Watershed Protection Ordinance (Sections 67.801 et seq.) and regional MS4 Permit (California Regional Water Quality Control Board San Diego Region Order No. R9-2013-0001, as amended by Order No. R9-2015-0001 and Order No. R9-2015-0100) requirements for storm water management.
This SWQMP is intended to comply with applicable requirements of the BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this SWQMP by County staff is confined to a review and does not relieve me as the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for project design.
Signature Date Footer Date
COUNTY ACCEPTED
SWQMP Approved By: Approval Date:
* NOTE* Approval does not constitute compliance with regulatory requirements. 07/28/2023
Template Date: September 15, 2020 Preparation Date: Footer Date
PDP SWQMP
Scope of SWQMP Submittal (Required)
Select the option that describes the scope of this SWQMP Submittal. Document your selection as indicated.
SWQMP Scope Required Documentation
☒ a. SWQMP addresses the entire project No additional documentation. ☐ b. SWQMP implements requirements of
an earlier master SWQMP submittal
Include a copy of the previous submittal as Attachment 4. ☐ c. First of multiple SWQMP submittals Identify below the elements addressed in this submittal and in future submittals.
(1) Elements addressed in current submittal (streets, common areas, first project phase, etc.):
(2) Elements to be addressed in future submittal(s) (individual lots, future project phases, etc.):
Submittal Record: List the dates of SWQMP and plan submittals and updates. Briefly describe key changes from previous versions. If responding to plan check comments, note this in the entry and attach the responses as applicable.
No. Date Summary of Changes
Preliminary Design / Planning / CEQA
1 7/28/2023 Initial Submittal
2 Date Summary of Change
3 Date Summary of Change
No. Date Summary of Change
Final Design
1 Date Initial Submittal
2 Date Summary of Change
3 Date Summary of Change
No. Date Summary of Change
Plan Changes
1 Date Initial Submittal
2 Date Summary of Change
3 Date Summary of Change
No. Date Summary of Change
Template Date: September 15, 2020 Preparation Date: Footer Date PDP SWQMP Page | 1
PDP SWQMP Submittal Checklist
SWQMP Tables: All of the tables below must be completed. Table 1: Baseline BMPs for Existing and Proposed Site Features ............................................ Page 2 Table 2: Baseline BMPs for Pollutant-generating Sources ………………………......................... Page 3 Table 3: Explanations and Justifications for Table 1 and 2 Baseline BMPs ……………....... Page 4 Table 4: DMA Structural Compliance Strategies and Documentation ………………............. Page 5 Table 5: Critical Coarse Sediment Yield Area (CCSYA) Requirements ………………............. Page 6 Table 6: Minimum Construction Stormwater BMPs ………………………………………............... Page 7 Table 7: Explanations and Justifications for Construction Phase BMPs ……………............. Page 8 SWQMP Attachments1: Use the checklist below to identify which attachments will be included with this submittal. Attachments with boxes already checked () are required for all projects.
The applicability of other attachments will be determined upon completing this form. Attachment 1: Storm Water Intake Form
Attachment 2: DMA Exhibits and Construction Plan Sheets ☐ Attachment 3: Reserved for Future Use
☐ Attachment 4: Previous SWQMP Submittals
Attachment 5: Existing Site and Drainage Description
☒ Attachment 6: Documentation of DMAs without Structural BMPs ☒ Attachment 7: Documentation of DMAs with Structural Pollutant Control BMPs ☒ Attachment 8: Documentation of DMAs with Structural Hydromodification Management BMPs ☐ Attachment 9: Management of Critical Coarse Sediment Yield Areas ☒ Attachment 10: BMP Installation Verification Form
☒ Attachment 11: BMP Maintenance Agreements and Plans
☐ Attachment 12: Documentation of Alternative Compliance Projects (ACPs) After completing the remainder of this form, check the applicable SWQMP Attachment boxes to summarize your selections.
1 All SWQMP Attachments are available at www.sandiego.gov/stormwater under the Development Resources tab, Submittal Templates.
Template Date: September 15, 2020 Preparation Date: Footer Date PDP SWQMP Page | 2
Table 1 – Baseline BMPs for Existing and Proposed Site Features A. BMPs for Existing Natural Site Features (See Fact Sheet BL-1)
1. Check the boxes below for each existing
feature on the site.
2. Select the BMPs to be implemented for each identified feature.
Explain why any BMP not selected is infeasible in Table 3.
Conserve natural
features (SD-G)
Provide buffers around
waterbodies (SD-H)
☐ Natural waterbodies ☐ ☐
☐ Natural storage reservoirs & drainage corridors ☐ --- ☐ Natural areas, soils, & vegetation (incl. trees) ☐ --- B. BMPs for Common Impervious Outdoor Site Features (See Fact Sheet BL-2)
1. Check the boxes below for
each proposed feature.
2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor SD-I is selected for a feature, explain why both BMPs are infeasible in Table 3. a. Direct runoff to
pervious areas
(SD-B)
b. Construct surfaces
from permeable
materials (SD-I)
c. Minimize the size of
impervious areas
☐ Streets and roads ☐ ☐ ☒ Check this box to confirm
that all impervious areas on
the site will be minimized
where feasible.
If this box is not checked,
identify the surfaces that
cannot be minimized in Table
3, and explain why it is
infeasible to do so.
☒ Sidewalks & walkways ☒ ☐
☒ Parking areas & lots ☒ ☐
☒ Driveways ☒ ☐
☒ Patios, decks, & courtyards ☒ ☐
☒ Hardcourt recreation areas ☒ ☒
☐ Other: ☐ ☐
C. ☒ BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP below.
If no BMPs are selected, explain why they are infeasible in Table 3. (See Fact
Sheet BL-3)
1. Direct runoff to
pervious areas (SD-B)
2. Install green roofs (SD-C) 3. Install rain barrels (SD-E) ☒ ☐ ☐
D. ☒ BMPs for Landscaped Areas: Check this box if landscaping is proposed and select at least one BMP below.
If no BMPs are selected, explain why they are infeasible in Table 3. (See Fact
Sheet BL-4)
1. Sustainable Landscaping (SD-K)
☒
Note: All features and BMPs must be shown on applicable construction plans. See applicable Fact Sheets in Appendix C of the BMP Design Manual for additional information.
Note: Use Table 3 to explain BMP infeasibility or inapplicability, or to describe features or BMPs not listed in this table. Additional explanation may be required by the County.
Template Date: September 15, 2020 Preparation Date: Footer Date PDP SWQMP Page | 3
Table 2 – Baseline BMPs for Pollutant-generating Sources ☐ If this is a Small Residential Project, check this box and skip the rest of this table.
A. Management of Stormwater Discharges
1. Identify all proposed outdoor
work areas below
2. Which BMPs will be used to prevent
materials from contacting rainfall or runoff?
(See Fact Sheet BL-5)
3. Where will runoff from the work area be routed?
(See Fact Sheet BL-6)
(☐ Check here if none are proposed) (Select all feasible BMPs for each work area2) (Select one or more option for each work area) Overhead
covering
(rooftops, etc.)
(SC-A)
Separation of
flows from
adjacent areas
(berms, etc.)
(SC-B)
Wind
protection
(screens, etc.)
(SC-C)
Sanitary
sewer3
(SC-D)
Containment
system
(SC-E)
Stormwater
S-BMP or SSDBMP4 Other5
☐ Trash & Refuse Storage ☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ Materials & Equipment Storage ☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ Loading & Unloading ☐ ☐ --- ☐ ☐ ☐ ☐
☐ Fueling ☐ ☐ --- ☐ ☐ ☐ ☐
☐ Maintenance & Repair ☐ ☐ --- ☐ ☐ ☐ ☐
☐ Vehicle & Equipment Cleaning ☐ ☐ --- ☐ ☐ ☐ ☐
☐ Other: ☐ ☐ --- ☐ ☐ ☐ ☐
B. Prevention of Non-stormwater Discharges (See Fact Sheet BL-7) Select one option for each feature below:
Storm drain inlets and catch basins … ☐ are not proposed ☒ will be labeled with stenciling or signage to discourage dumping (SC-F) Educational BMP Signage … ☐ are not proposed ☒ will be labeled with educational signage for BMP (SC-G) Interior work surfaces, floor drains, & sumps … ☐ are not proposed ☒ will not discharge directly or indirectly to the MS4 or receiving waters Drain lines (e.g., air conditioning, boiler, etc.) … ☐ are not proposed ☒ will not discharge directly or indirectly to the MS4 or receiving waters Fire sprinkler test water … ☐ are not proposed ☒ will not discharge directly or indirectly to the MS4 or receiving waters Note: All outdoor features and BMPs in this table must be shown on applicable construction plans. See applicable Fact Sheets in Appendix C of the BMP Design Manual for additional information.
Note: Use Table 3 to explain BMP infeasibility or inapplicability, or to describe features or BMPs not listed in this table. Additional explanation may be required by the County.
2 Each BMP is required where feasible. If none are selected for any feature, explain why they are infeasible in Table 3. 3 Separate wastewater agency approvals may be required. 4 Structural Treatment Control BMPs (S-BMPs) and Significant Site Design BMPs (SSD-BMPs) may not receive discharges from work areas that concentrate pollutants in a manner that will impair their functioning. Discharges from the proposed work area must also be included in DCV calculations for the applicable BMP.
5 Describe other proposed options for managing stormwater discharges in Table 3.
Template Date: September 15, 2020 Preparation Date: Footer Date PDP SWQMP Page | 4
Table 3 – Explanations and Justifications for Table 1 and 2 Baseline BMPs ☐ Check here if no explanations or justifications for Table 1 or 2 BMPs are required. Required Justifications: Provide explanations of BMP inapplicability and/or infeasibility as indicated per Tables 1 and 2.
If Requested: Justify why specific BMPs will not be implemented or will only be partially implemented. Additional Explanation: Describe any proposed features and/or BMPs not listed in Tables 1 or 2.
BMP-Feature
Combination Explanation
Feature Exisitng Natural Site
Features
The site is currently occupied by existing development and does not have any natural water bodies, storage reservoirs, or corridors. In preparation for the new development, the entire site will undergo grading to accommodate the proposed BMP SD-G and SD-H project.
Feature Proposed Oudoor
work areas
No outdoor work areas are Proposed
BMP SC-A, SC-B, SC-C,
SC-D
Feature Feature Explanation
BMP BMP
Feature Feature Explanation
BMP BMP
Feature Feature Explanation
BMP BMP
Feature Feature Explanation
BMP BMP
Feature Feature Explanation
BMP BMP
Template Date: September 15, 2020 Preparation Date: Footer Date PDP SWQMP Page | 5
Table 4: DMA Structural Compliance Strategies and Documentation Part A – Selection and Application Structural Performance Standards
1. Selection of Standards (select one; see BMPDM Section 6.1) ☒ a. Pollutant control + hydromodification ☐ b. Pollutant control only (project is exempt from hydromodification requirements)
2. Application of Structural Performance Standards (select one; see BMPDM Section 1.7) ☐ New Development Projects: Standards apply to all impervious surfaces. ☒ Redevelopment Projects: Complete the calculations below. Select the applicable scenario based on the results. a. Existing impervious area (ft2) b. Impervious area created / replaced (ft2) c. % Impervious created / replaced [(b/a)*100] 72,795 112,783 155%
☐ Scenario 1: c is 50% or more: Performance standards apply to all impervious surfaces (a + b). ☐ Scenario 2: c is less than 50%: Performance standards apply only to created or replaced impervious surfaces (b only).
Part B – Compliance Strategies and Required Attachments
1.Complete and submit each of the
applicable attachments on the right.
Att. 1 Att. 2 Att. 3 Att. 4 Att. 5
Storm Water Intake
Form
DMA Exhibits and
Construction Plan
Sheets
N/A
Previous SWQMP
Submittals
(see inside cover)
Existing Site and
Drainage Description
☐ ☐
2. Indicate each compliance strategy below that will be used for one or more DMAs on the site.
Att. 6 Att. 7 Att. 8 Att. 9 Att. 10 Att. 11 Att. 12
DMAs
without
Structural
BMPs
DMAs w/
Structural
Pollutant
Control
BMPs
DMAs w/
Structural
Hydromod.
BMPs
Critical
Coarse
Sediment
Yield
Areas
BMP
Installation
Verification
Form
Maintenance
Agreements/
Plans
Alternative
Compliance
Projects
Self-mitigating DMAs (BMPDM Section 5.2.1)
De Minimis DMAs (BMPDM Section 5.2.2)
Self-retaining DMAs (BMPDM Section 5.2.3)
Structural BMPs (select all that apply)
Pollutant Control BMPs (BMPDM Section 5.4)
Hydromodification Control BMPs (BMPDM Chapter 6)
Alternative Compliance Project (BMPDM Section 1.8)
Please check this box after you complete this list. Corresponding attachments will be automatically selected on the right. Attachments 1, 2, and 5 are required for all projects. x x
x
x
x
x
X
X
X
X
X
X
x
Template Date: September 15, 2020 Preparation Date: Footer Date PDP SWQMP Page | 6
Table 5: Critical Coarse Sediment Yield Area (CCSYA) Requirements o Identify one applicable compliance pathway for the PDP below. o Document your selection in Attachment 9.
A. Hydromodification Management Exemption (BMPDM Sections 1.6 and 6.1) ☐ PDP is Exempt from Hydromodification Management Requirements Select if hydromodification management exemption was selected in Table 4 Part A.1.
B. Watershed Management Area (WMAA) Mapping (BMPDM Appendix H.1.1.2) ☐ WMAA mapping demonstrates the following:
a. <5% of potential onsite CCYSAs will be impacted (built on or obstructed) b. All potential upstream offsite CCYSAs will be bypassed C. Resource Protection Ordinance (RPO) Methods (BMPDM Appendix H.1.1.1) ☐ RPO Scenario 1: PDP is subject to and in compliance with RPO requirements a. Project requires one or more discretionary permits (RPO applicability is confirmed during discretionary review) b. Onsite AND upstream offsite CCSYAs will be avoided and/or bypassed ☐ RPO Scenario 2: PDP is entirely exempt/not subject to RPO requirements6 a. Project does not require discretionary permits
b. Project will bypass all upstream offsite CCSYAs (no requirements for onsite CCSYAs) D. No Net Impact Analysis (BMPDM Appendix H.4)
☐ Project demonstrates no net impact to receiving waters 6 Does not include PDPs utilizing exemption(s) via RPO Section 86.604(e)(2)(cc) or 86.604(e)(3).
X
SEE MAP NEXT PAGE
Project Location
Template Date: September 15, 2020 Preparation Date: Footer Date PDP SWQMP Page | 7
Table 6 –Minimum Construction Stormwater BMPs
Minimum Required BMPs by Activity Type
Select all applicable activities and at least one BMP for each.
References
Caltrans7
County of San
Diego
☒ Erosion Control for Disturbed Slopes (choose at least 1 per season) ☐ Vegetation Stabilization Planting8 (Summer) SS-2, SS-4 ☒ Hydraulic Stabilization Hydroseeding (Summer) SS-4
☐ Bonded Fiber Matrix or Stabilized Fiber Matrix9 (Winter) SS-3 ☐ Physical Stabilization Erosion Control Blanket (Winter) SS-7 ☒ Erosion control for disturbed flat areas (slope < 5%) ☐ County Standard Lot Perimeter Protection Detail SC-2 PDS 65910 ☒ Use of Item A erosion control measures on flat areas SS-3, SS-4, SS-7 ☐ County Standard Desilting Basin (must treat all site runoff) SC-2 PDS 66011 ☐ Mulch, straw, wood chips, soil application SS-6, SS-8 ☒ Energy dissipation (required to control velocity for concentrated runoff or dewatering discharge) ☒ Energy Dissipater Outlet Protection SS-10 RSD D-4012
☒ Sediment control for all disturbed areas
☒ Silt Fence SC-1
☒ Fiber Rolls (Straw Wattles) SC-5
☒ Gravel & Sand Bags SC-6, SC-8
☐ Dewatering Filtration NS-2
☐ Storm Drain Inlet Protection SC-10
☒ Engineered Desilting Basin (sized for 10-year flow) SC-2 ☒ Preventing offsite tracking of sediment
☒ Stabilized Construction Entrance TC-1
☒ Construction Road Stabilization TC-2
☒ Entrance/Exit Tire Wash TC-3
☐ Entrance/Exit Inspection & Cleaning Facility TC-1
☒ Street Sweeping and Vacuuming SC-7
☒ Materials Management
☒ Material Delivery & Storage WM-1
☒ Spill Prevention and Control WM-4
☒ Waste Management13
☒ Waste Management Concrete Waste Management WM-8
☒ Solid Waste Management WM-5
☒ Sanitary Waste Management WM-9
☒ Hazardous Waste Management WM-6
7 See Caltrans 2017 Construction Site Best Management Practices (BMP) Manual available at:
https://dot.ca.gov/programs/construction/storm-water-and-water-pollution-control/manuals-and-handbooks 8 Planting or Hydroseeding may be installed between May 1st and August 15th. Slope irrigation must be in place and operable for slopes >3 feet. Vegetation must be watered and established prior to October 1st. A contingency physical BMP must be implemented by August 15th if vegetation is not established by that date.
If landscaping is proposed, erosion control measures must also be used while landscaping is being established. Established vegetation must have a subsurface mat of intertwined mature roots with a uniform vegetative coverage of 70 percent of the natural vegetative coverage or more on all disturbed areas. 9 All slopes over three feet must have established vegetative cover prior to final permit approval. 10 County PDS 659. Standard Lot Perimeter Protection Design System (Bldg. Division) 11 County PDS 660. County Standard Desilting Basin for Disturbed Areas of 1 Acre or Less Bldg. Division 12 Regional Standard Drawing D-40 – Rip Rap Energy Dissipater (also acceptable for velocity reduction) 13 Applicants are responsible to apply appropriate BMPs for specific wastes (e.g., BMP WM-8 for concrete).
County of San Diego
Stormwater Quality Management Plan (SWQMP)
Attachment 1: Storm Water Intake Form for All Permit Applications Template Date: January 30, 2019
Intake Form
This form establishes Stormwater Quality Management Plan (SWQMP) requirements for Development Projects per Sections 67.809 and 67.811 of the County of San Diego Watershed Protection Ordinance (WPO).
See Storm Water Intake Form Instructions for additional guidance and explanation of terms.
Part 1. Project Information
Project Name: Jericho Road
Record ID (Permit) No(s): TBD
Assessor’s Parcel No(s): 486-670-18-00
Street Address (or Intersection): 9407 JERICHO RD
City, State, Zip: La Mesa, CA, 91942-3841
Part 2. Applicant / Project Proponent Information
Name: Johanna Crooker
Company: Meritage Home
Street Address: 5 Peters Canyon Road, Suite 310
City, State, Zip: Irvine, CA, 92606
Phone Number (949) 299-3847
Email: [email protected]
Part 3. Required Information for All Development Projects
1. Existing
(pre-development)
impervious surfaces (ft2)
2. Created or replaced
impervious surfaces (ft2)
3. Total disturbed area
(acres or ft2)
72,795 112,783 151,842
☒ Check here and provide a WDID# if this project is subject to the California Construction General Permit (Order No. 2009-0009-DWQ)1
WDID # (if issued)
To be provided during Final
Engineering
For County Use Only Reviewed By: Review Date:
☐ Standard SWQMP ☐ PDP SWQMP ☐ Green Streets PDP Exemption SWQMP 1 Available at: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html
County of San Diego
Stormwater Quality Management Plan (SWQMP)
Attachment 2: DMA Exhibits and Construction Plans
County of San Diego SWQMP Attachment 2 Page 2.0-1
Template Date: January 16, 2019 Preparation Date: 7/14/2023
2.0 General Requirements
Attachment 2 consolidates exhibits and plans required for the entire project. Complete the table below to indicate which sub-attachments are included with the submittal.
Sub-attachments that are not applicable can be excluded from the submittal. Unless otherwise stated, features and BMPs identified and described in each corresponding Attachment (6 through 9) must be shown on applicable DMA Exhibits and construction plans submitted for the project.
Sub-attachments Requirement
☒ 2.1: DMA Exhibits All PDPs
☒ 2.2: Individual Structural BMP DMA Mapbook PDPs with structural BMPs ☒ 2.3: Construction Plan Sets All projects
County of San Diego SWQMP Sub-attachment 2.1 (DMA Exhibits) Page 2.1-2 Template Date: January 16, 2019 Preparation Date: 7/14/2023
2.1 DMA Exhibits
DMA Exhibits must show all DMAs on the project site. Exhibits must include all applicable features identified in applicable SWQMP attachments.
Exhibits may be prepared individually for the BMPs associated with each applicable SWQMP Attachment (6, 7, 8, and/or 9) or combined into one or more consolidated exhibits. Use this checklist to ensure required information is included on each exhibit (copy as needed).
DMA Exhibit ID #:
A. Features required for all exhibits
1. Existing Site Features
☒ Underlying hydrologic soil group (A, B, C, D)
☒ Approximate depth to groundwater
☒ Natural hydrologic features
☒ Topography and impervious areas
☒ Existing drainage network, directions,
and offsite connections
2. Drainage Management Area (DMA) Information
☒ Proposed drainage network, directions, and
offsite connections
☒ DMA boundaries, ID numbers, areas,
and type (structural BMP, de minimis,
etc.)
3. Proposed Site Changes, Features, and BMPs
☒ Proposed demolition and grading
☒ Group 1, 2, and 3 Features1
☐ Group 4 Features
☒ Construction BMPs2
☒ Baseline source control BMPs
☒ Baseline source control BMPs
B. Proposed Features and BMPs Specific to Individual SWQMP Attachments3 ☒ Attachment 6 ☒ SSD-BMP impervious dispersion areas
☐ SSD-BMP tree wells
☒ Attachment 7 ☒ Structural pollutant control BMPs
☒ Attachment 8 ☒ Structural hydromodification management BMPs ☒ Point(s) of Compliance (POC) for hydromodification management ☒ Proposed drainage boundary and drainage area to each POC ☐ Attachment 9 ☐ Onsite CCSYAs ☐ Bypass of onsite CCSYAs ☐ Bypass of upstream offsite CCSYAs
1 Group 1-4 features and baseline BMPs from PDP SWQMP Tables 2 and 3. 2 Minimum Construction Stormwater BMPs from PDP SWQMP Table 7. 3 Identify the location, ID numbers, type, and size/detail of BMPs.
PROJECT
BOUNDARY
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
A
MA
YA
D
R
PROJECT
BOUNDARY
PROJECT
BOUNDARY
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
A
MA
YA
D
R
PROJECT
BOUNDARY
PVT. DRIVE "A"
PVT. DRIVE "B"
PVT. DRIVE "C"
P
VT. D
R
I
VE
"E
"
PVT. DRIVE "C"
T
T
BLDG #2
BLDG #3
BLDG #4 BLDG #5
BLDG #6
B
L
D
G
#
7 BLDG #1
P=652.2
P=651.3
P=651.3 P=649.0
P
=646.3
P=652.2
P=651.2
P=651.7
P=650.3
P=650.3
P=648.0
P=646.4
P
=64
5 3.
PVT. DRIVE "D"
BLDG #9
P=652.6
BLDG #8
P=652.1
P=651.6
FF=653.3
FF=652.8
FF=652.3 P=652.6
FF=653.3
FF=652.9
FF=651.9
FF=652.4
FF=652.9
FF=652.0 FF=651.0
FF
=64
7.0 FF
=646.0
FF=652.0 FF=651.0 FF=649.7
FF=648.7
FF=647.1
OF
1 1
PREPARED BY:
LEGEND:
PROJECT BOUNDARY...........................................................................................
DMA BOUNDARY....................................................................................................
DAYLIGHT...............................................................................................................
PROPOSED STORM DRAIN..................................................................................
FLOW LINE.............................................................................................................
SUBAREA ACREAGE.............................................................................................
DMA ICON...............................................................................................................
IMPERVIOUS - ROAD............................................................................................
IMPERVIOUS - ROOF............................................................................................
IMPERVIOUS - SIDEWALK/DRIVEWAY....................................................................................
PERVIOUS AREAS.................................................................................................
SELF-MITIGATING AREA.......................................................................................
ACTIVE OPEN SPACE...........................................................................................
DISPERSION AREA................................................................................................
DE MINIMIS AREA................................................................................................
INLET......................................................................................................................
HYDROLOGIC SOIL TYPE.....................................................................................
POINT OF COMPLIANCE.......................................................................................
STRUCTURAL BMP\ MWS UNIT............................................................................
SYMBOL:
SITE DESIGN BMPs:
BL-2 MINIMIZE IMPERVIOUS AREA: ALL IMPERVIOUS AREAS WILL BE MINIMIZED WHERE FEASIBLE .
BL-4 MINIMIZE SOIL COMPLACTION PER 4.3.4 SECTION
SD-B IMPERVIOUS AREA DISPERSION
SD-K LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT SPECIES SOURCE CONTROL BMPs:
BL-7, SC-F, SC-G
PERVENTION OF ILLICIT DISCHARGE TO THE MS4
SC-F, SC-F STORM DRAIN STENCILIING OR SIGNAGE - MARK ALL INLETS WITH "NO DIMPING DRAINS TO WATERWAYS" OR SIMILAR
BL-7 ONSITE STORM DRAIN INLETS
BL-4 LANDSCAPE/OUTDOOR PESTICIDE USE
BL-7 FIRE SPRINKLERS WATER TEST: WILL NOT BE DIRECTLY CONNECTED TO THE MS4 OR RECEIVING WEATER
SC-6 MISCELLANEOUS RAIN OR WASH WATER
UNDERLYING SOIL GROUP D
APPROXIMATE DEPTH TO GROUNDWATER > 20'
NO CRITICAL COARSE AREAS REQUIRE PRESERVATION
DMA 1
DMA 1
DMA 2
CITY OF LA MESA, CALIFORNIA
DMA MAP
JERICHO ROAD
DMA 3
BF-3-1
SM-1
SM-2
SM-3
HMP-1 BF-3-2
HMP-2
SD-B
697 SF
4'X6'
6'X8'
465 SF
SD-B
638 SF
SD-B
815 SF
DE MINIMIS
250 SF
SD-B
425 SF
SD-B
543 SF
SD-B
PLAN VIEW
ELEVATION VIEW
RIGHT END VIEW
LEFT END VIEW
SITE SPECIFIC DATA
GENERAL NOTES
INSTALLATION NOTES
STANDARD DETAIL
STORMWATER BIOFILTRATION SYSTEM
MWS-L-4-6-V
FOR PATENT INFORMATION, GO TO
www.ContechES.com/IP
0.073 OFFLINE N/A N/A N/A PEDESTRIAN * PRELIMINARY NOT FOR CONSTRUCTION 3.4 1.3 1.0 0.073 BF-3-1
PLAN VIEW
ELEVATION VIEW
RIGHT END VIEW
LEFT END VIEW
SITE SPECIFIC DATA
GENERAL NOTES
INSTALLATION NOTES
STANDARD DETAIL
STORMWATER BIOFILTRATION SYSTEM
MWS-L-6-8-V
FOR PATENT INFORMATION, GO TO
www.ContechES.com/IP
BF-3-2 0.147 OFFLINE N/A N/A N/A PEDESTRIAN 3.4 1.31.0 0.147 * PRELIMINARY NOT FOR CONSTRUCTION
County of San Diego SWQMP Sub-attachment 2.2 (DMA Mapbook) Page 2.2-1 Template Date: January 16, 2019 Preparation Date: 7/14/2023
2.2 Individual Structural BMP DMA Mapbook
Use this page as a cover sheet for the Structural DMA Mapbook. An individual Structural DMA Mapbook must be submitted for any project site with one or more structural BMPs. One Mapbook is required for each unique subsequent owner with responsibility for maintenance of a Structural BMP. Mapbook exhibits will be incorporated as exhibits in Stormwater Maintenance Agreements (SWMAs) and Maintenance Notifications (MNs). See Attachment 11 for additional information on maintenance agreements. If the Mapbook has been provided for each subsequent owner in Attachment 11, they are not required here. Place each map on 8.5”x11” paper.
Show at a minimum the DMA, Structural BMP, Assessor’s parcel boundaries with parcel numbers, and any existing hydrologic features within the DMA.
☐ All Mapbooks are attached
☒ All Mapbooks are in Attachment 11
County of San Diego SWQMP Sub-attachment 2.3 (Construction Plans) Page 2.3-1 Template Date: January 16, 2019 Preparation Date: 7/14/2023
2.3 Construction Plan Sets
DMAs, features, and BMPs identified and described in this attachment must also be shown on all applicable construction and landscape plans.
As applicable, plan sheets must identify:
o All features and BMPs identified in Sub-attachment 2.1 (DMA Exhibits). o The additional information listed below.
Use this checklist to ensure required information is included on each plan (copy as needed).
Plan Type
Required Information4
☒ Structural BMP(s) and Significant Site Design BMPs (if applicable) with ID numbers. ☒ The grading and drainage design shown on the plans must be consistent with the delineation of DMAs shown on the DMA exhibit.
☒ Details and specifications for construction of Structural BMP(s) and Significant Site Design BMPs (if applicable).
☒ Signage indicating the location and boundary of structural BMP(s) as required by County staff. ☒ How to access the structural BMP(s) to inspect and perform maintenance. ☒ Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds).
☒ Maintenance thresholds specific to the structural BMP(s), with a location-specific frame of reference (e.g., level of accumulated materials that triggers removal of the materials, to be identified based on viewing marks on silt posts or measured with a survey rod with respect to a fixed benchmark within the BMP).
☒ Recommended equipment to perform maintenance.
☒ When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management. ☒ Include landscaping plan sheets (if available) showing vegetation requirements for vegetated structural BMP(s).
☒ All BMPs must be fully dimensioned on the plans.
☒ When proprietary BMPs are used, site-specific cross-section with outflow, inflow, and manufacturer model number must be provided. Photocopies of general brochures are not acceptable.
☒ Include all source control and site design measures described in the SWQMP. ☒ Include all construction BMPs described in the SWQMP. 4 For Building Permit Applications, refer to Form PDS 272, https://www.sandiegocounty.gov/content/dam/sdc/pds/docs/pds272.pdf
PROPOSED PORTION OF PVT. DRIVE 'E'
(AT CURB RETURN NORTH OF PROP. STORM DRAIN CONN.)
EXISTING BROADMOR DRIVE
EXISTING JERICHO ROAD
PROPOSED PVT. DRIVES 'B' & 'D'
PROPOSED PVT. DRIVE 'A'
PROPOSED PORTION OF PVT. DRIVE 'C'
PROPOSED PORTION OF PVT. DRIVE 'E'
(WHERE ON STREET PARKING IS SHOWN)
EXISTING AMAYA DRIVE
8 OF
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PREPARED BY:
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& ASSOCIATES
CITY OF LA MESA, CALIFORNIA
SITE DEVELOPMENT PLAN
JERICHO ROAD
2 TYPICAL PARKING DETAIL
0" MOD. CURB
4" MOD. 'G-2' CURB & GUTTER
4" MOD. 'G-4' ROLLED CURB
4" MOD. 'G-1' CURB
STREET SECTIONS / SITE DETAILS
DRIVEWAY/GARAGE DETAIL ON CROWNED DRIVE
TYPICAL 8-PLEX & 8-PLEX WITH TURN-IN
DETAIL ON CROWNED DRIVE
TYPICAL 9-PLEX WITH TURN-IN DRIVEWAY/GARAGE
DRIVEWAY/GARAGE DETAIL ON INVERTED DRIVE
TYPICAL 8-PLEX & 8-PLEX WITH TURN-IN
8 OF
SHEET
PREPARED BY:
HUNSAKER
& ASSOCIATES
CITY OF LA MESA, CALIFORNIA
SITE DEVELOPMENT PLAN
JERICHO ROAD
3 SITE DETAILS / DRIVEWAY DETAILS
LAKEVIEW DR
A
MA
YA
D
R
PROJECT
BOUNDARY
PROJECT
BOUNDARY
BROADMOOR PL
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
8 OF
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PREPARED BY:
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& ASSOCIATES
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SITE DEVELOPMENT PLAN
JERICHO ROAD
EXISTING CONDITIONS
4
PROJECT
BOUNDARY
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
A
MA
YA
D
R
LAKEVIEW DR
BROADMOOR PL
PROJECT
BOUNDARY
PROJECT
BOUNDARY
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
A
MA
YA
D
R
LAKEVIEW DR
BROADMOOR PL
PROJECT
BOUNDARY
PVT. DRIVE "A"
PVT. DRIVE "B"
PVT. DRIVE "C"
P
VT. D
R
I
VE
"
E
"
PVT. DRIVE "C"
T
T
M
M
M
M
M
BLDG #2
BLDG #3
BLDG #4 BLDG #5
BLDG #6
B
L
D
G
#
7 BLDG #1
P=652.2
P=651.3
P=651.3 P=649.0
P
=646.3
P=652.2 P=651.2
P=651.7
P=650.3
P=650.3
P=648.0
P=646.4
P
=64
5.3 PVT. DRIVE "D"
BLDG #9
P=652.6
BLDG #8
P=652.1
P=651.6
FF=653.3
FF=652.8
FF=652.3 P=652.6
FF=653.3
FF=652.9
FF=651.9
FF=652.4
FF=652.9
FF=652.0 FF=651.0
FF=64
7.0 FF=646.0
FF=652.0 FF=651.0 FF=649.7
FF=648.7
FF=647.1
8 OF
SHEET
PREPARED BY:
HUNSAKER
& ASSOCIATES
CITY OF LA MESA, CALIFORNIA
SITE DEVELOPMENT PLAN
JERICHO ROAD
5 SITE PLAN
PROJECT
BOUNDARY
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
A
MA
YA
D
R
LAKEVIEW DR
BROADMOOR PL
PROJECT
BOUNDARY
PROJECT
BOUNDARY
B
R
OA
D
M
O
O
R
D
R
JERICHO RD
A
MA
YA
D
R
LAKEVIEW DR
BROADMOOR PL
PROJECT
BOUNDARY
PVT. DRIVE "A"
PVT. DRIVE "B"
PVT. DRIVE "C"
P
VT. D
R
I
VE
"
E
"
PVT. DRIVE "C"
T
T
BLDG #2
BLDG #3
BLDG #4 BLDG #5
BLDG #6
B
L
D
G
#
7 BLDG #1
P=652.2
P=651.3
P=651.3 P=649.0
P
=646.3
P=652.2 P=651.2
P=651.7
P=650.3
P=650.3
P=648.0
P=646.4
P
=64
5.3 PVT. DRIVE "D"
BLDG #9
P=652.6
BLDG #8
P=652.1
P=651.6
FF=653.3
FF=652.8
FF=652.3 P=652.6
FF=653.3
FF=652.9
FF=651.9
FF=652.4
FF=652.9
FF=652.0 FF=651.0
FF=64
7.0 FF=646.0
FF=652.0 FF=651.0 FF=649.7
FF=648.7
FF=647.1
8 OF
SHEET
PREPARED BY:
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& ASSOCIATES
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SITE DEVELOPMENT PLAN
JERICHO ROAD
7 ACCESSIBILE ROUTE
LEGEND
PROPOSED ACCESSIBLE ROUTE
8 OF
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SITE DEVELOPMENT PLAN
JERICHO ROAD
8 BOUNDARIES AND ENCUMBRANCES
’
’
’
’ ”
’
’
’
’
’ ’
’ ’
LEGAL DESCRIPTION
TITLE REFERENCE
ASSESSOR'S PARCEL NUMBER
TITLE EXCEPTIONS
—
County of San Diego
Stormwater Quality Management Plan (SWQMP)
Attachment 5: Site and Drainage Description
County of San Diego SWQMP Attachment 5.0 (Cover Sheet) Page 5.0-1 Template Date: December 28, 2018 Preparation Date: 7/27/2023
5.0 General Requirements
Each Priority Development Project (PDP) must provide a description of existing site conditions and proposed changes to them, including changes to topography and drainage. Has a Drainage Report has been prepared for the PDP?
☒ Yes
o Review of the Drainage Report must be concurrent with the PDP SWQMP. o Include the summary page of the Drainage Report with this cover page, and provide the following information:
Title: Drainage Study for Jericho Road
Prepared By: Hunsaker and Associates San Diego, Inc.
Date: 07/28/2023
o Do not complete the rest of this attachment (also exclude these additional pages from your submittal). Additional documentation of site and drainage conditions is not required unless requested by County staff.
☐ No -- Complete and submit the remainder of this attachment below.
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
DRAINAGE STUDY
for
Jericho Road
APN: 486-670-18-00
City of La Mesa, California
Prepared for:
Meritage Home
5 Peters Canyon Road, Suite 310
Irvine, CA, 92606
(949) 299-3847
W.O. 3087-12
July 28, 2023
Alisa S. Vialpando, R.C.E.
President
Hunsaker & Associates San Diego, Inc.
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
TABLE OF CONTENTS
SECTION
Chapter 1 - Executive Summary I
1.1 Introduction &Vicinity Maps
1.2 Existing Condition
1.3 Proposed Condition
1.4 Conclusion
1.5 References
Chapter 2 - Methodology & Model Development II
2.1 Rational Method Hydrologic Analysis
2.2 Detention Analysis
2.3 County of San Diego Design Criteria
Chapter 3 - Rational Method Hydrologic Analysis III
(AES Model Output)
3.1 Existing Condition AES Model Output
3.2 Developed Condition AES Model Output
Chapter 4 – Detention Analysis IV
4.1 SWMM Model
Chapter 5 – Hydrology Exhibits
V
5.1 Existing Condition Hydrology Exhibit
5.2 Developed Condition Hydrology Exhibit
Chapter 6 – References
VI
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
EXECUTIVE SUMMARY
1.1 Introduction
The Jericho Road project is situated at 9407 Jericho Road, on the southwest corner of the intersection of Amaya Drive and Broadmoor Drive, in the City of La Mesa, California. The 3.49-acre site, which is rectangular in shape, is bordered to the south by an existing multi-family residential community, and to the east, north, and west by existing single-family residential properties. A vicinity map is included below to better illustrate the project site’s location.
The redevelopment plan involves the removal of the current structures and proposes the construction of multi-family residences with 73 attached units with associated improvements. The site will also include a tot lot, open spaces, sidewalks, and private driveways. The units are connected by private drives which are accessible via Jericho Rd on the east boundary.
This report aims to evaluate the existing and projected hydrological conditions in relation to the site's development. The proposed stormwater management infrastructure encompasses storm drain, curb inlets, catch basins, curb outlets, brow ditches, and an underground storage facility designed for water quality control, hydromodification, and detention (detention system made from corrugated metal
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
pipe (CMP) or equivalent). The storage facility will utilize a proprietary biofiltration modular wetland system downstream of it to provide water quality treatment.
This drainage study will address:
100-Year Peak Flowrates for Existing and Developed Conditions Detention Calculations
A separate report has been prepared to address water quality and HMP flow control requirements for the project. Refer to the Stormwater Quality Management Plan (SWQMP) for Jericho Road prepared by Hunsaker & Associates San Diego, Inc. (July 2023).
1.2 Existing Conditions
Under existing conditions, the Jericho Road site primarily serves as a church, comprising several buildings, a concrete parking area, an asphalt basketball court, and numerous open grassy spaces. Surface water flow from the northwestern portions of the site tends to move south towards an 18" x 18" catch basin situated within a sediment basin. This flow is subsequently directed eastward via an existing 3" HDPE drain, where it converges with runoff from the northeastern section before discharging onto Jericho Road through existing curb outlets.
Surface water from the southern part of the site flows south towards a 12" x 12" catch basin and then to an existing curb outlet (D25) on Jericho Road. This runoff then merges with additional runoff from the southeastern part of the site and is funneled south through the Jericho Road and Amaya Drive curb and gutter systems.
After approximately 815 feet, this runoff is intercepted by an inlet situated across from Water Street on Amaya Drive. The captured flow enters an existing 39” R.C.P. under Amaya Drive and continues southeast under Water Street, is then discharged via an existing 3.2’ X 5’ box culvert into an existing channel north of Janfred Road.
This runoff persists in its westward direction, entering a 10' X 5' R.C.B located southwest of the intersection of Amaya Drive and Severin Drive, then to dual 72” pipe which outlets into an existing open channel. This channel continues westerly to Alvarado Creek, eventually flowing into the lower San Diego River. The river subsequently empties into the Pacific Ocean at the mouth of the San Diego River.
The runoff coefficient corresponding to the site was calculated considering the respective hydrologic soil type and imperviousness, following the guidelines set forth in Table 3-1 of the San Diego County Hydrology Manual 2003. The computed runoff coefficient for the on-site drainage area associated with 48% imperviousness and Soil type D is approximately 0.618, while the slope contributes a runoff factor of
0.35. Table 1 below summarizes the 100-year existing condition peak flow at the downstream project boundary. Supporting calculations for the data presented in
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
Table 1 is located in Chapter 3 of this report. The corresponding hydrology map (Exhibit 1) is located in Chapter 5.
TABLE 1
Summary of Existing Conditions
Outlet
Location
Node
Number
Area
(Acres)
Runoff
Factor
C
Tc
(min)
I
(in\hr)
V100*
Velocity
(ft\sec)
100 Year
Peak
Flow
(cfs)
East 206 3.6 0.618 10.68 4.7 8.97 9.42
1.3 Proposed Condition
The Jericho Road project proposes the construction of nine structure buildings comprising a total of 73 attached units, along with various associated improvements.
In addition to the residential units, the site will feature amenities such as a tot lot, open spaces, sidewalks, and private driveways.
Runoff from the developed site will be collected by the proposed inlets and routed via the proposed storm drain system towards two underground storage facilities, such as CMP or equivalent structures. The underground storage facilities serve to meet hydromodification and peak flow attenuation requirements and to store the water quality designed captured volume and releasing it at a specified flow rate to a downstream modular wetland, which will address water quality concerns. To thoroughly address water quality and HMP flow control requirements for the Jericho Road project, a separate report titled "Stormwater Quality Management Plan (SWQMP)" has been prepared by Hunsaker & Associates San Diego, Inc. (July 2023).
The peak flow will be routed through their respective vault riser structure and discharged into the proposed 18” storm drain near the entrance of the site. The runoff will then confluence with the offsite existing 39” storm drain on Amaya Drive and flow south similarly to existing conditions to eventually discharge into the San Diego River which empties into the Pacific Ocean.
The peak flow has been calculated in accordance with the San Diego County Hydrology Manual, County of San Diego Department of Public Works Flood Control Division, June 2003.
In the Rational Method Analysis, a runoff coefficient of 0.80 has been utilized for the southern drainage area (100 Node series), considering an 81% imperviousness factor. For the northern drainage area (200 Node series), a runoff coefficient of 0.82 was used, considering an 85% imperviousness factor. These runoff coefficients were calculated assuming a fully developed site and soil type D for the entire project site,
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
following the formula in section 3.1.2 from the San Diego County Hydrology Manual 2003.
Cp = 0.35 from table 3-1 San Diego County Hydrology Manual 2003.
Table2 below summarizes the proposed Q100 flow at the discharge point.
TABLE 2 - Summary of Proposed Condition Peak Flows for Jericho Road Outlet
Location
Node
Number
Area
(Acres)
Runoff
Factor
Tc
(min)
I
(in\hr)
V100*
Velocity
(ft\sec)
100 Year
Peak Flow
(cfs)
100 Year
Peak Flow
Mitigated
(cfs)
Jericho
Road 126 3.6 0.82 7.29
4.396
Pr. PR.
Mit.
15.15 8.07
17.39 14.39
1.4 Conclusion
TABLE 3 – Summary of Existing Vs Proposed Site Runoff
*Ex.: Existing Conditions
Pr.: Proposed Conditions
Mit.: Mitigated Conditions
Location Area
(Acres)
100 Year Peak Flow
(cfs)
Existing 3.6 9.66
Proposed (Mitigated) 3.6 8.07
Outlet
Location
Node
Number Area
(Acres)
Runoff
Factor
Tc
(min)
I
(in\hr)
V100*
Velocity
(ft\sec)
100 Year Peak Flow
(cfs)
Jericho
Road
126 – PR
206 - EX
Ex. Pr. Ex. Pr. Ex. Pr. Ex. Pr. Ex. Pr. PR.
Mit. Ex. Pr. PR.
Mit.
3.6 3.6 0.618 0.82 9.65 7.29 4.7 4.4 8.97 17.39 14.39 9.66 15.15 8.07
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
DIFFERENCE +0.0 -1.59
Per Table 3 above, there was no charge in area from existing to proposed, the 100- year peak flow is decrease by 1.59 cfs., and velocity is increased by 5.42 fps as a result of mitigation the peak flows in proposed conditions within the underground storage facility.
CEQA Issues of Concern:
- The project will not substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, in a manner which would result in substantial erosion on- or off-site. -Discharge point (outlet) from the storm drain system is designed to discharge to an existing storm drain systems at existing flow rates.
- The project will not substantially alter the existing drainage pattern of the site or area compared to existing conditions, including through the alteration of the course of a stream or river, or substantially increase the rate or amount of surface runoff in a manner which would result in flooding on- or off-site, or substantial erosion or siltation on- or off-site. As discussed in the previous bulleted item, the site discharge is conveyed to the existing storm drain system through the proposed storm drain.
Underground storage with adequate outlet structure was proposed to decrease peak discharge from the site in developed conditions to be equal or less than existing values (ie.to meet downstream storm drain design flow rate. Thus, the site provides adequate drainage and protection against flooding, and downstream properties are not impacted by the project.
- The project will not create or contribute runoff water which would exceed the capacity of existing or planned storm water drainage systems. The proposed peak flow has been mitigated within the underground storage facility to be equal to or less than the capacity of the existing storm drain that we connecting to. See discussion in the previous two bulleted items.
- The project will not place housing within a 100-year flood hazard area as mapped on a federal Flood Hazard Boundary or Flood Insurance Rate map or other flood hazard delineation map, including County Floodplain maps. The project is not located within a floodplain or floodway; resultantly no County Floodplain Map exists for the project location.
- The project will not place, within a 100-year flood hazard area, structures which would impede or redirect flood flows. See previous bulleted item for further details.
Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
- The project will not expose people or structures to a significant risk of loss, injury or death involving flooding, including flooding as a result of the failure of a levee or dam on-site or off-site. No levee or dam exists on-site or up-stream of the site.
1.5 References
“San Diego County Hydrology Manual”. Department of Public Works – Flood Control Division. County of San Diego, California. Revised April 2003. “San Diego Regional Standard Drawings”. Section D – Drainage Systems. “Stormwater Quality Management Plan (SWQMP) for Jericho Road” prepared by Hunsaker & Associates San Diego, Inc. (July 2023)
County of San Diego
Stormwater Quality Management Plan (SWQMP)
Attachment 6: Documentation of DMAs without Structural BMPs County of San Diego SWQMP Attachment 6.0 (Cover Sheet) Page 6.0-1 Template Date: August 7, 2020 Preparation Date: 7/28/2023
6.0 General Requirements
Use this attachment to document all proposed (1) self-mitigating, (2) de minimis, and (3) selfretaining DMAs. Indicate under “DMA Compliance Option” below which design options will be used to satisfy structural performance requirements for one or more DMA.
DMA Compliance Option Required Sub-attachments
or Printouts
BMPDM Design Resources
☒ Self-mitigating Sub-attachment 6.1 BMPDM Section 5.2.1 ☐ De minimis Sub-attachment 6.2 BMPDM Section 5.2.2 ☒ Self-retaining1 Sub-attachment 6.3 BMPDM Section 5.2.3 (all options)
SSD-BMP Type(s)
☒ Impervious Area
Dispersion
DCV calculations from
SSD-BMP tool
Dispersion Areas
calculations from SSDBMP tool
Fact Sheet SD-B (Appendix E.8)
Appendix I
☐ Tree Wells DCV calculations from
SSD-BMP tool
Tree Well calculations
from SSD-BMP tool
Fact Sheet SD-A (Appendix E.7)
Appendix I
Submit this cover page and all “Required Sub-attachments or Printouts” listed for each selected DMA compliance option.
See the BMPDM sections and appendices listed under “BMPDM Design Resources” for additional explanation of design requirements. Each constructed feature must fully satisfy the requirements described in these resources, and any other guidance identified by the County. DMA Exhibits and Construction Plans: DMAs, features, and BMPs identified and described in this attachment must be shown on DMA Exhibits and all applicable construction plans submitted for the project. See Attachment 2 for additional instruction on exhibits and plans. 1 If “Self-retaining” is selected, also choose the types of Significant Site Design BMPs (SSD-BMPs) to be used.
SSD-BMPs are Site Design BMPs that are sized and constructed to fully satisfy all applicable Structural Performance Standards for a DMA.
X
County of San Diego SWQMP Sub-attachment 6.1 (Self-mitigating DMAs) Page 6.1-1 Template Date: August 7, 2020 Preparation Date: 7/28/2023
6.1 Self-mitigating DMAs (complete this page once for ALL self-mitigating DMAs) Self-mitigating DMAs consist of natural or landscaped areas that drain directly offsite or to the public storm drain system. These DMAs are excluded from DCV calculations. Provide the information requested below for each proposed self-mitigating DMA. Add rows or copy the table if additional entries are needed.
DMA # a. DMA
Area (ft2)
Incidental Impervious Area
b. Size(ft2) c. % (b/a*100) Permit # and Sheet #
SM-1 7777 0 0 TBD
SM-2 1825 0 0 TBD
SM-3 4102 0 0 TBD
“DMA #”, “DMA Area”, and “Permit # and Sheet #” are required for all DMAs listed. “Incidental Impervious Area” calculations are required only where applicable (see below). Each self-mitigating DMA must fully satisfy all design requirements and restrictions described in BMPDM Section 5.2.1 and any other guidance or instruction identified by the County. Check the boxes below to confirm that all required conditions are satisfied for every DMA listed. ☒ Each DMA is hydraulically separate from other DMAs that contain permanent storm water pollutant control BMPs.
Natural and Landscaped Areas
☒ Each DMA consists solely of natural or landscaped areas, except for incidental impervious areas (see below).
☒ Each area drains directly offsite or to the public storm drain system. ☒ Soils are undisturbed native topsoil, or disturbed soils that have been amended and aerated to promote water retention characteristics equivalent to undisturbed native topsoil. ☒ Vegetation is native and/or non-native/non-invasive drought tolerant species that do not require regular application of fertilizers and pesticides.
Incidental Impervious Areas (if applicable; see above)
Minor impervious areas may be permitted within the DMA if they satisfy the following criteria:
☒ They are not hydraulically connected to other impervious areas (unless it is a storm water conveyance system such as a brow ditch).
☒ They comprise less than 5% of the total DMA. Calculate the % incidental impervious area in the table above (c= b/a). DMAs are not self-mitigating if this area is 5% or greater.
County of San Diego SWQMP Sub-attachment 6.2 (De Minimis DMAs) Page 6.2-1 Template Date: August 7, 2020 Preparation Date: 7/28/2023
6.2 De Minimis DMAs (complete this page once for ALL de minimis DMAs) De minimis DMAs consist of areas too small to be considered significant contributors of pollutants and not practicable to drain to a BMP. They are excluded from DCV calculations. Examples include driveway aprons connecting to existing streets, portions of sidewalks, retaining walls, and similar features at the external boundaries of a project.
Provide the information requested below for each proposed de minimis DMA. Add rows or copy the table if additional entries are needed.
DMA # DMA Area
(ft2)
Permit # and Sheet #
“DMA #”, “DMA Area”, and “Permit # and Sheet #” are required. Check the boxes below to confirm that each required condition is satisfied for ALL de minimis DMAs on the site.
☐ Each DMA listed is less than 250 square feet and not adjacent or hydraulically connected to each other.
☐ Each DMA listed fully satisfies all design requirements and restrictions described in BMPDM Section 5.2.2 De Minimis DMAs.
De Minimis 250 TBD
County of San Diego SWQMP Sub-attachment 6.3.1 (Impervious Area Dispersion) Page 6.3.1-1 Template Date: August 7, 2020 Preparation Date: 7/28/2023
6.3 Self-retaining DMAs using Significant Site Design BMPs Self-retaining DMAs use Site Design BMPs to fully-retain the entire DCV, at a minimum. Site Design BMPs that fully retain the DCV, at a minimum, therefore replacing the need for a Structural BMP (SBMP), are classified as Significant Site Design BMPs (SSD-BMPs). To satisfy pollutant control requirements only, self-retaining means retention of the entire DCV. However, under some circumstances, a self-retaining DMA can also satisfy hydromodification management requirements by implementing BMPs that retain a greater volume of runoff. Provide the information requested below for each proposed self-retaining DMA. Add rows or copy the table if additional entries are needed.
DMA # DMA Area
(ft2)
BMP Type (choose one per DMA)
Permit # and Sheet #
Dispersion
Area Tree Wells
(Att. 6.3.1) (Att. 6.3.2)
DMA1-
SD-B
815 ☒ ☐ TBD
DMA2-
SD-B
1330 ☒ ☐ TBD
☐ ☐
☐ ☐
☐ ☐
☐ ☐
☐ ☐
☐ ☐
☐ ☐
☐ ☐
☐ ☐
☐ ☐
☐ ☐
☐ ☐
☐ ☐
Copy and Paste table here for additional DMAs
“DMA #”, “DMA Area”, and “Permit # and Sheet #” are required. Select one BMP Type per DMA. Provide detailed documentation for each DMA in Attachments
6.3.1 (Impervious Dispersion Areas) and/or 6.3.2 (Tree Wells) below. Each self-retaining DMA must fully satisfy all design requirements and restrictions described in BMPDM Section 5.2.3, applicable BMPDM Appendix E Fact Sheets, BMPDM Appendix I, and any other guidance or instruction identified by the County. 1,358
2,217
County of San Diego SWQMP Sub-attachment 6.3.1 (Impervious Area Dispersion) Page 6.3.1-2 Template Date: August 7, 2020 Preparation Date: 7/28/2023
6.3.1 Self-retaining DMAs with Impervious Dispersion Areas Impervious area dispersion (dispersion) refers to the practice of effectively disconnecting impervious areas from directly draining to the storm drain system by routing runoff from impervious areas such as rooftops (through downspout disconnection), walkways, and driveways onto the surface of adjacent pervious areas. The intent is to slow runoff discharges and reduce volumes. Dispersion with partial or full infiltration results in significant volume reduction by means of infiltration and evapotranspiration. When adequately sized, dispersion can also be used to satisfy both the pollutant control and hydromodification management structural performance standards for a DMA.
Each self-retaining DMA with impervious area dispersion must fully satisfy all design requirements and restrictions described in BMPDM Section 5.2.3, Fact Sheet SD-B: Impervious Area Dispersion, and any other guidance or instruction identified by the County. Documentation of compliance with all applicable conditions must be submitted with this subattachment using the Summary Sheet for DMAs with Impervious Area Dispersion on the next page. One version of this Summary Sheet must be completed for each applicable DMA. Applicants are responsible to comply with all other applicable requirements, regardless of whether they are included in the summary sheet.
The following applies if the dispersion area is native soil (SD-B in Appendix E):
o For pollutant control only, the DMA is considered self-retaining if the impervious to pervious ratio is:
2:1 when the pervious area is composed of Hydrologic Soil Group A 1:1 when the pervious area is composed of Hydrologic Soil Group B The following applies if the dispersion area includes amended soil (SD-B in Appendix E):
o DMAs using impervious area dispersion can be considered to meet both pollutant control and hydromodification flow control requirements if the impervious to pervious area ratio is 1:1 or less and all other design requirements of SD-B are satisfied, including 11 inches of amended soil.
County of San Diego SWQMP Sub-attachment 6.3.1 (Impervious Area Dispersion) Page 6.3.1-3 Template Date: August 7, 2020 Preparation Date: 7/28/2023 Summary Sheet for Self-retaining DMAs with Impervious Area Dispersion Attach Printouts from SSD-BMP tool below
DCV calculations from SSD-BMP tool
Dispersion Areas calculations from SSD-BMP tool
Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name SD-B-1 SD-B-2 unitless
2 85th Percentile 24-hr Storm Depth 0.51 0.51 inches
3 Is Hydromodification Control Applicable? No No yes/no 4 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) sq-ft 5 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) sq-ft 6 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) sq-ft 7 Natural Type A Soil Not Serving as Dispersion Area (C=0.10) sq-ft 8 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) sq-ft 9 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) sq-ft 10 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) sq-ft 11 Does Tributary Incorporate Dispersion and/or Rain Barrels? Yes Yes yes/no 12 Does Tributary Incorporate Tree Wells? No No yes/no
13 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) 815 1,330 sq-ft 14 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 15 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10) 543 887 sq-ft 16 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 17 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14) sq-ft 18 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23) sq-ft 19 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 20 Number of Rain Barrels Proposed per SD-E #
21 Average Rain Barrel Size gal
22 Total Tributary Area 1,358 2,217 0 0 0 0 0 0 0 0 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.58 0.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.58 0.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 26 Initial Design Capture Volume 33 55 0 0 0 0 0 0 0 0 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 815 1,330 0 0 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 543 887 0 0 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area for DCV Reduction 1.50 1.50 n/a n/a n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.00 0.00 n/a n/a n/a n/a n/a n/a n/a n/a unitless 32 Design Capture Volume After Dispersion Techniques 0 0 0 0 0 0 0 0 0 0 cubic-feet 33 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 34 Final Adjusted Runoff Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 35 Final Effective Tributary Area 0 0 0 0 0 0 0 0 0 0 sq-ft 36 Initial Design Capture Volume Retained by Dispersion Area and Rain Barrel(s) 33 55 0 0 0 0 0 0 0 0 cubic-feet 37 Remaining Design Capture Volume Tributary to Tree Well(s) 0 0 0 0 0 0 0 0 0 0 cubic-feet False
False
SSD-BMP Automated Worksheet I-1: Step 1. Calculation of Design Capture Volume (V1.0) Standard
Drainage Basin
Inputs
Results
No Warning Messages
Dispersion Area
Adjustment &
Rain Barrel
Adjustment
SSD-BMPs
Proposed
Dispersion Area
& Rain Barrel
Inputs
(Optional)
Initial Runoff
Factor
Calculation
False
Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name SD-B-1 SD-B-2 - - - - - - - - unitless 2 Final Design Capture Volume (DCV) 0 0 - - - - - - - - cubic-feet 3 Is Hydromodification Control Applicable? No No - - - - - - - - yes/no 4 Total Impervious Area Dispersed to Pervious Surface 815 1,330 - - - - - - - - sq-ft 5 Total Engineered Pervious Surface and/or Natural Soil Dispersion Area (Does Not Include Semi-Pervious Surfaces Serving as Dispersion Area) 543 887 - - - - - - - - sq-ft 6 Ratio of Dispersed Impervious Area to
Total Engineered Pervious Surface and/or Natural Soil Dispersion Area 1.50 1.50 - - - - - - - - unitless 7 Dispersion Area Length (Length of Sheet Flow Across Dispersion Area) 10 10 feet 8 Dispersion Area Slope 5.0 5.0 %
9 Thickness of Amended Soil 0 0 inches
10 How is Flow Dispersed Across Width of Dispersion Area (definitions below*)? Roof Drains Roof Drains unitless 11 Is DCV Requirement Fully Satisfied by Dispersion Area? Yes Yes - - - - - - - - yes/no 12 Is Hydromodification Control Requirement Satisfied by Dispersion Area? n/a n/a - - - - - - - - yes/no 13 Are Dispersion Area Length, Slope, and Thickness of Amended Soil (when applicable) Adequate? Yes Yes - - - - - - - - yes/no Notes:
*How is Flow Dispersed Across Width of Pervious Dispersion Area? Sheet Flow: Flow arrives as sheet flow across the width of the adjacent impervious area Spreader(s): Flow is discharged from flow spreader(s) across the width of the pervious area Roof Drains: Discharge from roof drains distributed across the width of the pervious area Curb Cuts: Discharge from curb cuts distributed across the width of the pervious area Other: Other (Describe in PDP SWQMP)
SSD-BMP Automated Worksheet I-2: Step 2. Dispersion Area Validation (V1.0) False
False
False
False
No Warning Messages
False
False
Standard
Dispersion Area
Inputs
Results
County of San Diego
Stormwater Quality Management Plan (SWQMP)
Attachment 7: Documentation of DMAs with Structural Pollutant Control BMPs County of San Diego SWQMP Attachment 7.0 (Cover Sheet) Page 7.0-1 Template Date: January 3, 2019 Preparation Date: 8/9/2023
7.0 General Requirements
Submit this cover page and all required Sub-attachments for all structural BMPs proposed for the project.
See the BMPDM sections and appendices listed under “BMPDM Design Resources” in the table below for additional explanation of design requirements. Constructed features must fully satisfy the requirements described in these resources, and any other guidance identified by the County. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management. Completion of SWQMP Attachment 8 is also required for these BMPs.
DMA Exhibits and Construction Plans: DMAs, features, and BMPs identified and described in this attachment must be shown on DMA Exhibits and all applicable construction plans submitted for the project. See Attachment 2 for additional instruction on exhibits and plans. Structural BMP Certification. All structural BMPs documented this attachment and in Attachment 8 must be certified by a registered engineer in Sub-attachment 7.1. Structural BMP Verification. Structural BMP installation must be verified by the County at the completion of construction. Applicants must complete an Installation Verification Form (Attachment 10).
Sub-attachments
(check all that are completed)
Requirement BMPDM Design Resources
☒ 7.1: Preparer’s Certification Required N/A
☐ 7.2: Structural BMP Strategy Required BMPDM Sections 5.1., 5.3,
5.4, and Chapter 6
BMPDM Appendix E
(pages E-78 through E-
☒ 7.3: Structural BMP Checklist(s) Required 210)
☒ 7.4: Stormwater Pollutant Control
Worksheet Calculations
Required BMPDM Appendix B
☐ 7.5: Identification and Narrative
of Receiving Water and Pollutants of
Concern
Required if flow-thru
BMPs are proposed
N/A
County of San Diego SWQMP Sub-attachment 7.1 (Engineer Certification) Page 7.1-1 Template Date: January 3, 2019 Preparation Date: 8/9/2023
7.1 Engineer of Work Certification for Structural BMPs
Project Name Jericho Road
Permit Application Number TBD
CERTIFICATION
I hereby declare that I am the Engineer in Responsible Charge of design of structural storm water best management practices (BMPs) for this project, and that I have exercised responsible charge over the design of the BMPs as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the PDP requirements of the County of San Diego BMP Design Manual, which is a design manual for compliance with local County of San Diego Watershed Protection Ordinance (Sections 67.801 et seq.) and regional MS4 Permit (California Regional Water Quality Control Board San Diego Region Order No. R9-2013-0001 as amended by R9-2015-0001 and R9-2015-0100) requirements for storm water management. I have read and understand that the County of San Diego has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual.
I certify that this PDP SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this PDP SWQMP by County staff is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of structural storm water BMPs for this project, of my responsibilities for their design.
☒ In addition to the structural pollutant control BMPs described in this attachment, this certification applies to the Structural Hydromodification Management BMPs described in Attachment 8 (check if applicable).
Engineer of Work's Signature, PE Number & Expiration Date Print Name
Company
Engineer's Seal:
Date
County of San Diego SWQMP Sub-attachment 7.2 (Structural BMP Strategy) Page 7.2-1 Template Date: January 03, 2019 Preparation Date: 8/9/2023
7.2 Structural BMP Strategy
7.2.1 Narrative Strategy (Continue description on subsequent pages as necessary) Describe the general strategy for structural BMP implementation at the project site. For pollutant control BMPs, your description must address the key points outlined in Section 5.1 of the BMP Design Manual, and the type of BMPs selected. For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated or separate.
The selection, sizing, and design of stormwater treatment and other control measures in this plan was done based on the County of San Diego BMP Design Manual and the requirements of the San Diego Regional Water Quality Control Board Order R9-2012-0001.
Step 1: 1,327 CFT total DCV has been calculated from DMA1 and 2,974 CFT from DMA 2 per Appendix B.1
A. 0.51 Rainfall depth has been determined.
B. Total Drainage Map Area of 41,086 sqft has been delineated for DMA 1 and 95,865 sft for DMA2, per the Appendix B.1.2.
C. Runoff factor has been determined for each surface per Appendix B.a.3 (0.9 for impervious areas,
0.1 for landscaped and pervious areas.)
D. Dispersion area SD-B site design volume reduction is applied.
Step 2: Determine Retention Requirements b.2
A. Project doesn’t proposed a structure over 9 stories therefore capture and use is not required per Appendix B.2.1.
B. According to the web soil survey the soil found onsite is soil type D, which Is classified as having a very low infiltration rate.
C. The calculated required retention volume for DMA 1 is 27 cubic feet, while for DMA 2, it is 59 cubic feet. The minimum retention volume has been achieved through impervious area dispersion. For DMA 1, 815 square feet of roof area is directed over 543 square feet of adjacent landscaped area. Likewise, for DMA 2, 1,330 square feet of roof area is directed over 887 square feet of adjacent landscaped area.
Step 3. Per B.4.3, for each DMA, one MWS unit has been sized downstream of a storage unit (CMP pr equivalent).
DMA 1: 1.5DCV = 1,991 cft. is required to be treated.
Per the stage storage table 1.53DCV = 2,079 cft is provided at 1.67 ft.
Per percent capture nomograph 36 hrs maximum drawdown time is determined.
One 1” orifice has been sized to drawdown the 1.53 DCV in 28hrs and meets the HMP requirements.
The WQ flow associated with the WQ ponding depth 1.67 ft is 0.034 cfs. MWS unit BF-3-1 has been sized to treat the required flow.
The required HMP volume has been determined using the County Sizing calculator V3.0= 4,240 cft The provided HMP volume at 3.17 ft is 4,333 cft (> 4,240 cft) The maximum allowable orifice flow associated with the HMP water surface elevation= 0.054 cfs
County of San Diego SWQMP Sub-attachment 7.2 (Structural BMP Strategy) Page 7.2-2 Template Date: January 03, 2019 Preparation Date: 8/9/2023 The released orifice flow associated with the HMP water surface elevation at 3.17 ft= 0.047 cfs (<
0.054)
Additional orifices were added above the HMP WSE for 100 year peak flow detention.
DMA 2: 1.5DCV = 4,461 cft. . is required to be treated.
Per the stage storage table 1.57DCV = 4,679 cft is provided at 2.17 ft.
Per percent capture nomograph 36 hrs maximum drawdown time is determined. 1-1.45” orifice has been sized to drawdown the 1.57 DCV in 28 hrs and meets the HMP requirements. The WQ flow associated with the WQ ponding depth 2.17 ft is 0.081 cfs.
MWS unit BF-3-2 has been sized to treat the required flow.
The required HMP volume has been determined using the County Sizing calculator V3.0= 9,566 cft The provided HMP volume at 4,17 ft is 9,696 cft (> 9,566 cft) The maximum allowable orifice flow associated with the HMP water surface elevation= 0.127 cfs The released orifice flow associated with the HMP water surface elevation at 4.17 ft= 0.114 cfs (<
0.127)
Additional orifices were added above the HMP WSE for 100-year peak flow detention.
County of San Diego SWQMP Sub-attachment 7.2 (Structural BMP Strategy) Page 7.2-3 Template Date: January 03, 2019 Preparation Date: 8/9/2023
7.2.2 Structural BMP Summary Table (Complete for all proposed structural BMPs) List and provide the information requested below for all pollutant control and hydromodification management BMPs proposed for the project.
For each BMP listed, complete the Structural BMP Checklist on the next page. Copy the Checklist as many times as needed.
Structural BMP Type
BMP
ID #
DMA
#
DMA
Area
(ft2)
Harvest and UseInfiltrationUnlinedBiofiltrationLined BiofiltrationFlow-thrutreatmentHydromodificationManagement 1 Other
Permit # and Sheet #
BF3-1 1 41086 ☐ ☐ ☐ ☒ ☐ ☒ ☐ TBD
BF3-2 2 95865 ☐ ☐ ☐ ☒ ☐ ☒ ☐ TBD
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
☐ ☐ ☐ ☐ ☐ ☐ ☐
Copy and Paste table here for additional BMPs
1 Hydromodification Management BMPs must be accompanied by BMPs that provide pollutant control.
_________________________
2 Indicate which onsite retention or biofiltration BMP the pre-treatment/forebay serves. 3 Hydromodification Management BMPs must be accompanied by BMPs that provide pollutant control.
County of San Diego SWQMP Sub-attachment 7.3 (Structural BMP Checklist) Page 7.3-1 Template Date: January 03, 2019 Preparation Date: 7/27/2023
7.3 Structural BMP Checklist (Complete once for each proposed structural BMP) Structural BMP ID # Permit # and Sheet #
BMP Type
Infiltration
☐ Infiltration basin (INF-1)
☐ Bioretention (INF-2)
☐ Permeable pavement (INF-3)
Unlined Biofiltration
☐ Biofiltration with partial retention (PR-1)
Lined Biofiltration
☐ Biofiltration (BF-1)
☐ Nutrient Sensitive Media Design (BF-2)
☐ Proprietary Biofiltration (BF-3)
Harvest and Use
☐ Cistern (HU-1)
Flow-thru Treatment (describe below)
☐ With prior lawful approval to meet earlier PDP
requirements
☐ Pre-treatment/forebay for an onsite retention
or biofiltration BMP2
☐ With alternative compliance
Hydromodification Management3
☒ Detention pond or vault
☐ Other (describe below)
BMP Purpose
☐ Pollutant control only
☒ Hydromodification control only
☐ Combined pollutant control and
hydromodification
☐ Pre-treatment/forebay for another BMP
☐ Other (describe below)
BMP Verification (See BMPDM Section 8.3)
Provide name and contact information
for the party responsible to sign BMP
verification forms
Alisa S. Vialpando
(858) 558-4500
[email protected]
BMP Ownership and Maintenance (See BMPDM Section 7.3 and Attachment 11) BMP Maintenance Category Cat. 1 Cat. 2 Cat. 3 Cat. 4
☒ ☐ ☐ ☐
Final owner of BMP ☒ HOA ☐ Property Owner ☐ County
☐ Other (describe):
Maintenance of BMP into perpetuity ☒ HOA ☐ Property Owner ☐ County ☐ Other (describe):
Discussion (As needed; Continue on subsequent pages as necessary) Copy and Paste table here for additional BMPs
HMP-1
_________________________
2 Indicate which onsite retention or biofiltration BMP the pre-treatment/forebay serves. 3 Hydromodification Management BMPs must be accompanied by BMPs that provide pollutant control.
County of San Diego SWQMP Sub-attachment 7.3 (Structural BMP Checklist) Page 7.3-1 Template Date: January 03, 2019 Preparation Date: 7/27/2023
7.3 Structural BMP Checklist (Complete once for each proposed structural BMP) Structural BMP ID # Permit # and Sheet #
BMP Type
Infiltration
☐ Infiltration basin (INF-1)
☐ Bioretention (INF-2)
☐ Permeable pavement (INF-3)
Unlined Biofiltration
☐ Biofiltration with partial retention (PR-1)
Lined Biofiltration
☐ Biofiltration (BF-1)
☐ Nutrient Sensitive Media Design (BF-2)
☐ Proprietary Biofiltration (BF-3)
Harvest and Use
☐ Cistern (HU-1)
Flow-thru Treatment (describe below)
☐ With prior lawful approval to meet earlier PDP
requirements
☐ Pre-treatment/forebay for an onsite retention
or biofiltration BMP2
☐ With alternative compliance
Hydromodification Management3
☒ Detention pond or vault
☐ Other (describe below)
BMP Purpose
☒Pollutant control only
☐ Hydromodification control only
☐ Combined pollutant control and
hydromodification
☐ Pre-treatment/forebay for another BMP
☐ Other (describe below)
BMP Verification (See BMPDM Section 8.3)
Provide name and contact information
for the party responsible to sign BMP
verification forms
Alisa S. Vialpando
(858) 558-4500
[email protected]
BMP Ownership and Maintenance (See BMPDM Section 7.3 and Attachment 11) BMP Maintenance Category Cat. 1 Cat. 2 Cat. 3 Cat. 4
☒ ☐ ☐ ☐
Final owner of BMP ☒ HOA ☐ Property Owner ☐ County
☐ Other (describe):
Maintenance of BMP into perpetuity ☒ HOA ☐ Property Owner ☐ County ☐ Other (describe):
Discussion (As needed; Continue on subsequent pages as necessary) Copy and Paste table here for additional BMPs
BF-3-1 X
_________________________
2 Indicate which onsite retention or biofiltration BMP the pre-treatment/forebay serves. 3 Hydromodification Management BMPs must be accompanied by BMPs that provide pollutant control.
County of San Diego SWQMP Sub-attachment 7.3 (Structural BMP Checklist) Page 7.3-1 Template Date: January 03, 2019 Preparation Date: 7/27/2023
7.3 Structural BMP Checklist (Complete once for each proposed structural BMP) Structural BMP ID # Permit # and Sheet #
BMP Type
Infiltration
☐ Infiltration basin (INF-1)
☐ Bioretention (INF-2)
☐ Permeable pavement (INF-3)
Unlined Biofiltration
☐ Biofiltration with partial retention (PR-1)
Lined Biofiltration
☐ Biofiltration (BF-1)
☐ Nutrient Sensitive Media Design (BF-2)
☐ Proprietary Biofiltration (BF-3)
Harvest and Use
☐ Cistern (HU-1)
Flow-thru Treatment (describe below)
☐ With prior lawful approval to meet earlier PDP
requirements
☐ Pre-treatment/forebay for an onsite retention
or biofiltration BMP2
☐ With alternative compliance
Hydromodification Management3
☒ Detention pond or vault
☐ Other (describe below)
BMP Purpose
☐ Pollutant control only
☒ Hydromodification control only
☐ Combined pollutant control and
hydromodification
☐ Pre-treatment/forebay for another BMP
☐ Other (describe below)
BMP Verification (See BMPDM Section 8.3)
Provide name and contact information
for the party responsible to sign BMP
verification forms
Alisa S. Vialpando
(858) 558-4500
[email protected]
BMP Ownership and Maintenance (See BMPDM Section 7.3 and Attachment 11) BMP Maintenance Category Cat. 1 Cat. 2 Cat. 3 Cat. 4
☒ ☐ ☐ ☐
Final owner of BMP ☒ HOA ☐ Property Owner ☐ County
☐ Other (describe):
Maintenance of BMP into perpetuity ☒ HOA ☐ Property Owner ☐ County ☐ Other (describe):
Discussion (As needed; Continue on subsequent pages as necessary) Copy and Paste table here for additional BMPs
HMP-2
_________________________
2 Indicate which onsite retention or biofiltration BMP the pre-treatment/forebay serves. 3 Hydromodification Management BMPs must be accompanied by BMPs that provide pollutant control.
County of San Diego SWQMP Sub-attachment 7.3 (Structural BMP Checklist) Page 7.3-1 Template Date: January 03, 2019 Preparation Date: 7/27/2023
7.3 Structural BMP Checklist (Complete once for each proposed structural BMP) Structural BMP ID # Permit # and Sheet #
BMP Type
Infiltration
☐ Infiltration basin (INF-1)
☐ Bioretention (INF-2)
☐ Permeable pavement (INF-3)
Unlined Biofiltration
☐ Biofiltration with partial retention (PR-1)
Lined Biofiltration
☐ Biofiltration (BF-1)
☐ Nutrient Sensitive Media Design (BF-2)
☐ Proprietary Biofiltration (BF-3)
Harvest and Use
☐ Cistern (HU-1)
Flow-thru Treatment (describe below)
☐ With prior lawful approval to meet earlier PDP
requirements
☐ Pre-treatment/forebay for an onsite retention
or biofiltration BMP2
☐ With alternative compliance
Hydromodification Management3
☒ Detention pond or vault
☐ Other (describe below)
BMP Purpose
☒Pollutant control only
☐ Hydromodification control only
☐ Combined pollutant control and
hydromodification
☐ Pre-treatment/forebay for another BMP
☐ Other (describe below)
BMP Verification (See BMPDM Section 8.3)
Provide name and contact information
for the party responsible to sign BMP
verification forms
Alisa S. Vialpando
(858) 558-4500
[email protected]
BMP Ownership and Maintenance (See BMPDM Section 7.3 and Attachment 11) BMP Maintenance Category Cat. 1 Cat. 2 Cat. 3 Cat. 4
☒ ☐ ☐ ☐
Final owner of BMP ☒ HOA ☐ Property Owner ☐ County
☐ Other (describe):
Maintenance of BMP into perpetuity ☒ HOA ☐ Property Owner ☐ County ☐ Other (describe):
Discussion (As needed; Continue on subsequent pages as necessary) Copy and Paste table here for additional BMPs
BF-3-2
X
County of San Diego SWQMP Sub-attachment 7.4 (Pollutant Control Worksheet) Page 7.4-1 Template Date: January 03, 2019 Preparation Date: 7/27/2023
7.4 Storm Water Pollutant Control Worksheet Calculations Use this page as a cover sheet for the submittal of any required worksheets below. Complete the checklist to identify which BMPDM Appendix B (Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods) worksheets are included with this attachment. See BMPDM Appendix B for an explanation of the applicability of individual worksheets and detailed guidance on their completion.
Worksheet Requirement
☒ Worksheet B.1 Calculation of Design Capture Volume (DCV) Required ☒ Worksheet B.2 Retention Requirements Required
☒ Worksheet B.3 BMP Performance Required
☐ Worksheet B.4 Major Maintenance Intervals for Reduced-sized BMPs If applicable ☐ Other worksheets As required
DMA AREA BREAKDOWN
Imp. RF Pervious
RF % Imp DMA1 Fraction of
Total Imp Area Pervious
Area
Summation
RF x A DMA-2 Fraction of
Total Imp Area Pervious
Area
Summation
RF x A DMA-3 Fraction
of Total Imp Area Pervious
Area
Summation
RF x A
SQFT SQFT SQFT SQFT SQFT SQFT SQFT SQFT SQFT
ROAD 0.90 0.10 100 11181 0.31 11181 0 10063 20761 0.26 20761 0 18685 0 0.00 0 0 0 DRIVEWAYS 0.90 0.10 100 918 0.03 918 0 826 1603 0.02 1603 0 1443 0 0.00 0 0 0 OPEN SPACE (ACTIVE) 0.90 0.10 50 1842 0.03 921 921 921 3247 0.02 1624 1624 1624 0 0.00 0 0 0 ROOF * 0.90 0.10 100 17682 0.50 17682 0 15914 48056 0.60 48056 0 43251 0 0.00 0 0 0 SIDEWALKS 0.90 0.10 100 2080 0.06 2080 0 1872 5876 0.07 5876 0 5288 0 0.00 0 0 0 LANDSCAPE/SLOPES 0.90 0.10 0 7383 0.08 2081 5302 2403 16322 0.02 0 16322 1632 2494 1.00 0 2494 249 TOTAL 41086 1.00 34863 6223 31999 95865 1.00 77920 17946 71922 2494 1.00 0 2494 249
0.94 AC 2.20 AC 0.06 AC
84.85 %Imperv Weighted C = 0.78 81.28 %Imperv Weighted C = 0.75 0.00 %Imperv Weighted C = 0.10 * Addition 5% of the roff area has been added to count for any future hardscape 7/27/2023 Page 2025 of 2604 R:\1790\Hyd\TM\SWQMP\Calcs\County_BMPDM_PC_Worksheet.xlsx
Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name DMA 1 DMA 2 unitless
2 85th Percentile 24-hr Storm Depth 0.51 0.51 inches
3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 34,048 76,590 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 5,679 17,059 sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10) sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? Yes Yes yes/no 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) 815 1,330 sq-ft 12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10) 543 887 sq-ft 14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14) sq-ft 16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23) sq-ft 17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 18 Number of Tree Wells Proposed per SD-A #
19 Average Mature Tree Canopy Diameter ft
20 Number of Rain Barrels Proposed per SD-E #
21 Average Rain Barrel Size gal
22 Total Tributary Area 41,086 95,865 0 0 0 0 0 0 0 0 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.79 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.58 0.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.78 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 26 Initial Design Capture Volume 1,362 3,056 0 0 0 0 0 0 0 0 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 815 1,330 0 0 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 543 887 0 0 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area 1.50 1.50 n/a n/a n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.76 0.73 n/a n/a n/a n/a n/a n/a n/a n/a unitless 32 Design Capture Volume After Dispersion Techniques 1,327 2,974 0 0 0 0 0 0 0 0 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.76 0.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 36 Final Effective Tributary Area 31,225 69,981 0 0 0 0 0 0 0 0 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 35 82 0 0 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 1,327 2,974 0 0 0 0 0 0 0 0 cubic-feet False
False
Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Dispersion
Area, Tree Well
& Rain Barrel
Inputs
(Optional)
Standard
Drainage Basin
Inputs
Results
Tree & Barrel
Adjustments
Initial Runoff
Factor
Calculation
Dispersion
Area
Adjustments
No Warning Messages
1.5 of the final DCV is
stored in the
proposed CMPs and
released via
proposed orifices to
the downstream
MWS proprietary
biofiltration BMPs
within 36 hours
drawdown time.
Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name DMA 1 DMA 2 - - - - - - - - unitless 2 85th Percentile Rainfall Depth 0.51 0.51 - - - - - - - - inches 3 Predominant NRCS Soil Type Within BMP Location D D unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted unitless 5 Nature of Restriction Soil Type Soil Type unitless
6 Do Minimum Retention Requirements Apply to this Project? Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? Yes Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.003 0.003 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 - - - - - - - - in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% 4.5% - - - - - - - - percentage 12 Fraction of DCV Requiring Retention 0.02 0.02 - - - - - - - - ratio 13 Required Retention Volume 27 59 - - - - - - - - cubic-feet False
False
Automated Worksheet B.2: Retention Requirements (V2.0)
Advanced
Analysis
Basic Analysis
Result
No Warning Messages
Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name DMA 1 DMA 2 - - - - - - - - sq-ft 2 Design Infiltration Rate Recommended 0.000 0.000 - - - - - - - - in/hr 3 Design Capture Volume Tributary to BMP 1,327 2,974 - - - - - - - - cubic-feet 4 Is BMP Vegetated or Unvegetated? unitless
5 Is BMP Impermeably Lined or Unlined? unitless
6 Does BMP Have an Underdrain? unitless
7 Does BMP Utilize Standard or Specialized Media? unitless 8 Provided Surface Area sq-ft
9 Provided Surface Ponding Depth inches
10 Provided Soil Media Thickness inches
11 Provided Gravel Thickness (Total Thickness) inches
12 Underdrain Offset inches
13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) inches 14 Specialized Soil Media Filtration Rate in/hr
15 Specialized Soil Media Pore Space for Retention unitless 16 Specialized Soil Media Pore Space for Biofiltration unitless 17 Specialized Gravel Media Pore Space unitless
18 Volume Infiltrated Over 6 Hour Storm 0 0 0 0 0 0 0 0 0 0 cubic-feet 19 Ponding Pore Space Available for Retention 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 23 Effective Retention Depth 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 24 Fraction of DCV Retained (Independent of Drawdown Time) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 25 Calculated Retention Storage Drawdown Time 0 0 0 0 0 0 0 0 0 0 hours 26 Efficacy of Retention Processes 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 27 Volume Retained by BMP (Considering Drawdown Time) 0 0 0 0 0 0 0 0 0 0 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 1,327 2,974 0 0 0 0 0 0 0 0 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 34 Ponding Pore Space Available for Biofiltration 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 38 Drawdown Time for Surface Ponding 0 0 0 0 0 0 0 0 0 0 hours 39 Drawdown Time for Effective Biofiltration Depth 0 0 0 0 0 0 0 0 0 0 hours 40 Total Depth Biofiltered 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 1,991 4,461 0 0 0 0 0 0 0 0 cubic-feet 42 Option 1 - Provided Biofiltration Volume 0 0 0 0 0 0 0 0 0 0 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 995 2,231 0 0 0 0 0 0 0 0 cubic-feet 44 Option 2 - Provided Storage Volume 0 0 0 0 0 0 0 0 0 0 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements? Yes Yes - - - - - - - - yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 48 Deficit of Effectively Treated Stormwater -1,327 -2,974 n/a n/a n/a n/a n/a n/a n/a n/a cubic-feet Retention
Calculations
Automated Worksheet B.3: BMP Performance (V2.0)
False
False
BMP Inputs
Biofiltration
Calculations
-This BMP does not fully satisfy the performance standards for pollutant control for the drainage area.
False
False
False
Result
False
False
Attention!
Site Design and BMPs
satisfy annual retention
requirements
Volume Based Sizing
Many states require treatment of a water quality volume and do not offer the option of flow based design. The MWS Linear and its unique horizontal flow makes it the only biofilter that can be used in volume based design installed downstream of ponds, detention basins, and underground storage systems.
Model # Treatment Capacity (cu. ft.) @
24-Hour Drain Down
Treatment Capacity (cu. ft.) @
48-Hour Drain Down
MWS-L-4-4 1140 2280
MWS-L-4-6 1600 3200
MWS-L-4-8 2518 5036
MWS-L-4-13 3131 6261
MWS-L-4-15 3811 7623
MWS-L-4-17 4492 8984
MWS-L-4-19 5172 10345
MWS-L-4-21 5853 11706
MWS-L-6-8 3191 6382
MWS-L-8-8 5036 10072
MWS-L-8-12 7554 15109
MWS-L-8-16 10073 20145
MWS-L-8-20 12560 25120
MWS-L-8-24 15108 30216
36 Hr
1710 2400 3777 4696 5716 6738 7758 8779 4786 7554 11331 15109 18840 22662 BF-3-1 BF-3-2
HMP #1 Discharge
Discharge vs Elevation Table
Low orifice: 1 " Top orifice: 4 "
Number: 1 Number: 0
Cg-low: 0.61 Cg-low: 0.61
invert elev: 0.00 ft invert elev: 4.00 ft
Middle orifice: 3 " Emergency inlet: 18" standup pipe
number of orif: 1 Rim height: 5.00 ft
Cg-middle: 0.61 Area 1.7671 sq ft
invert elev: 3.17 ft Circumference 4.7124 ft
h H/D-low H/D-mid H/D-top Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qtop-orif Qtop-weir Qtot-top Qemerg Qtot (ft) - - - (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
0.17 2.00 0.00 0.00 0.009 0.013 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.009
0.33 4.00 1.88 0.00 0.014 0.024 0.014 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.014
0.50 6.00 0.00 0.00 0.018 0.344 0.018 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.018
0.67 8.00 0.00 0.00 0.021 2.243 0.021 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.021
0.83 10.00 0.00 0.00 0.024 8.567 0.024 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024
1.00 12.00 0.00 0.00 0.026 24.355 0.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.026
1.17 14.00 0.00 0.00 0.028 57.454 0.028 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.028
1.33 16.00 0.00 0.00 0.030 119.136 0.030 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.030
1.50 18.00 0.00 0.00 0.032 224.716 0.032 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.032
1.67 20.00 0.00 0.00 0.034 394.165 0.034 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.034
1.83 22.00 0.00 0.00 0.036 652.729 0.036 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.036
2.00 24.00 0.00 0.00 0.037 1031.545 0.037 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.037
2.17 26.00 0.00 0.00 0.039 1568.256 0.039 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.039
2.33 28.00 0.00 0.00 0.040 2307.630 0.040 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.040
2.50 30.00 0.00 0.00 0.042 3302.171 0.042 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042
2.67 32.00 0.00 0.00 0.043 4612.744 0.043 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.043
2.83 34.00 0.00 0.00 0.045 6309.182 0.045 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.045
3.00 36.00 0.00 0.00 0.046 8470.909 0.046 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.046
3.17 38.00 0.00 0.00 0.047 11187.553 0.047 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.047 < 0.054 cfs
3.33 40.00 0.65 0.00 0.048 14559.566 0.048 0.047 0.039 0.039 0.000 0.000 0.000 0.000 0.088
3.50 42.00 1.32 0.00 0.050 18698.833 0.050 0.109 0.123 0.109 0.000 0.000 0.000 0.000 0.158
3.67 44.00 1.99 0.00 0.051 23729.298 0.051 0.146 0.194 0.146 0.000 0.000 0.000 0.000 0.197
3.83 46.00 2.65 0.00 0.052 29787.573 0.052 0.176 0.219 0.176 0.000 0.000 0.000 0.000 0.228
4.00 48.00 3.32 0.00 0.053 37023.556 0.053 0.202 0.230 0.202 0.000 0.000 0.000 0.000 0.255
4.17 50.00 3.99 0.50 0.054 45601.051 0.054 0.224 0.363 0.224 0.000 0.000 0.000 0.000 0.279
4.33 52.00 4.65 1.00 0.055 55698.380 0.055 0.245 0.902 0.245 0.000 0.000 0.000 0.000 0.300
4.50 54.00 5.32 1.50 0.056 67509.000 0.056 0.264 2.310 0.264 0.000 0.000 0.000 0.000 0.320
4.67 56.00 5.99 2.00 0.057 81242.122 0.057 0.281 5.277 0.281 0.000 0.000 0.000 0.000 0.339
4.83 58.00 6.65 2.50 0.058 97123.324 0.058 0.298 10.755 0.298 0.000 0.000 0.000 0.000 0.356
5.00 60.00 7.32 3.00 0.059 115395.172 0.059 0.314 19.999 0.314 0.000 0.000 0.000 0.000 0.373
5.17 62.00 7.99 3.50 0.060 136317.830 0.060 0.329 34.603 0.329 0.000 0.000 0.000 0.994 1.383
5.33 64.00 8.65 4.00 0.061 160169.680 0.061 0.343 56.547 0.343 0.000 0.000 0.000 2.811 3.216
5.50 66.00 9.32 4.50 0.062 187247.942 0.062 0.357 88.230 0.357 0.000 0.000 0.000 5.165 5.584
5.67 68.00 9.99 5.00 0.063 217869.281 0.063 0.370 132.512 0.370 0.000 0.000 0.000 7.063 7.497
5.83 70.00 10.65 5.50 0.064 252370.432 0.064 0.383 192.752 0.383 0.000 0.000 0.000 7.897 8.344
6.00 72.00 11.32 6.00 0.065 291108.813 0.065 0.395 272.851 0.395 0.000 0.000 0.000 8.651 9.111
depth area area (ac) elevation volume (cf)
volume
(acft)
0.00 749 0.0172 0.0 0.0 0.000
0.17 1004 0.0231 0.2 153.4 0.004
0.33 1105 0.0254 0.3 329.7 0.008
0.50 1179 0.0271 0.5 520.3 0.012
0.67 1238 0.0284 0.7 721.8 0.017
0.83 1287 0.0295 0.8 932.2 0.021
1.00 1328 0.0305 1.0 1,150.2 0.026
1.17 1364 0.0313 1.2 1,374.7 0.032
1.33 1395 0.0320 1.3 1,604.7 0.037
1.50 1422 0.0326 1.5 1,839.6 0.042
1.67 1445 0.0332 1.7 2,078.6 0.048 1.53 DCV
1.83 1465 0.0336 1.8 2,321.2 0.053
2.00 1482 0.0340 2.0 2,566.8 0.059
2.17 1496 0.0343 2.2 2,815.0 0.065
2.33 1507 0.0346 2.3 3,065.3 0.070
2.50 1516 0.0348 2.5 3,317.2 0.076
2.67 1522 0.0349 2.7 3,570.3 0.082
2.83 1525 0.0350 2.8 3,824.2 0.088
3.00 1526 0.0350 3.0 4,078.6 0.094
3.17 1525 0.0350 3.2 4,332.9 0.099 >4240 cft
3.33 1522 0.0349 3.3 4,586.8 0.105
3.50 1516 0.0348 3.5 4,840.0 0.111
3.67 1507 0.0346 3.7 5,091.9 0.117
3.83 1496 0.0343 3.8 5,342.1 0.123
4.00 1482 0.0340 4.0 5,590.3 0.128
4.17 1465 0.0336 4.2 5,836.0 0.134
4.33 1445 0.0332 4.3 6,078.6 0.140
4.50 1422 0.0326 4.5 6,317.6 0.145
4.67 1395 0.0320 4.7 6,552.4 0.150
4.83 1364 0.0313 4.8 6,782.5 0.156
5.00 1328 0.0305 5.0 7,006.9 0.161
5.17 1287 0.0295 5.2 7,224.9 0.166
5.33 1238 0.0284 5.3 7,435.4 0.171
5.50 1179 0.0271 5.5 7,636.9 0.175
5.67 1105 0.0254 5.7 7,827.5 0.180
5.83 1004 0.0231 5.8 8,003.8 0.184
6.00 749 0.0172 6.0 8,157.2 0.187
6.17 749 0.0172 6.2 8,282.0 0.190
6.33 749 0.0172 6.3 8,406.8 0.193
6.50 749 0.0172 6.5 8,531.6 0.196
HMP #1 Stage Storage-CMP
Elevation QAVG (CFS) DV (CF) DT (HR) Total T
0.17 0.01 153 4.51 28.32
0.33 0.01 176 4.11 23.81
0.50 0.02 191 3.26 19.71
0.67 0.02 202 2.86 16.45
0.83 0.02 210 2.61 13.59
1.00 0.02 218 2.43 10.98
1.17 0.03 224 2.29 8.56
1.33 0.03 230 2.18 6.27
1.50 0.03 235 2.08 4.09
1.67 0.03 239 2.00 2.00
HMP-1
PLAN VIEW
ELEVATION VIEW
RIGHT END VIEW
LEFT END VIEW
SITE SPECIFIC DATA
GENERAL NOTES
INSTALLATION NOTES
STANDARD DETAIL
STORMWATER BIOFILTRATION SYSTEM
MWS-L-4-6-V
FOR PATENT INFORMATION, GO TO
www.ContechES.com/IP
0.073 OFFLINE N/A N/A N/A PEDESTRIAN * PRELIMINARY NOT FOR CONSTRUCTION 3.4 1.3 1.0 0.073 BF-3-1
HMP #2 Discharge
Discharge vs Elevation Table
Low orifice: 1.45 " Top orifice: 6 "
Number: 1 Number: 0
Cg-low: 0.61 Cg-low: 0.61
invert elev: 0.00 ft invert elev: 5.00 ft
Middle orifice: 6 " Emergency inlet:
number of orif: 10 Rim height: 5.00 ft
Cg-middle: 0.61 Area 1.7671 sq ft <-2' X 2' Weir
invert elev: 4.17 ft Circumference 4.7124 ft
h H/D-low H/D-mid H/D-top Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qtop-orif Qtop-weir Qtot-top Qemerg Qtot (ft) - - - (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
0.17 1.38 0.00 0.00 0.018 0.021 0.018 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.018
0.33 2.76 1.88 0.00 0.029 0.036 0.029 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.029
0.50 4.14 0.00 0.00 0.037 0.071 0.037 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.037
0.67 5.52 0.00 0.00 0.044 0.485 0.044 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.044
0.83 6.90 0.00 0.00 0.049 2.211 0.049 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.049
1.00 8.28 0.00 0.00 0.054 6.998 0.054 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.054
1.17 9.66 0.00 0.00 0.059 17.657 0.059 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.059
1.33 11.03 0.00 0.00 0.063 38.303 0.063 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.063
1.50 12.41 0.00 0.00 0.067 74.599 0.067 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.067
1.67 13.79 0.00 0.00 0.071 133.999 0.071 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.071
1.83 15.17 0.00 0.00 0.075 225.991 0.075 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.075
2.00 16.55 0.00 0.00 0.078 362.342 0.078 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.078
2.17 17.93 0.00 0.00 0.081 557.341 0.081 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.081
2.33 19.31 0.00 0.00 0.085 828.042 0.085 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.085
2.50 20.69 0.00 0.00 0.088 1194.507 0.088 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.088
2.67 22.07 0.00 0.00 0.091 1680.049 0.091 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.091
2.83 23.45 0.00 0.00 0.093 2311.478 0.093 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.093
3.00 24.83 0.00 0.00 0.096 3119.343 0.096 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.096
3.17 26.21 0.00 0.00 0.099 4138.174 0.099 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.099
3.33 27.59 0.00 0.00 0.102 5406.727 0.102 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.102
3.50 28.97 0.00 0.00 0.104 6968.229 0.104 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.104
3.67 30.34 0.00 0.00 0.107 8870.617 0.107 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.107
3.83 31.72 0.00 0.00 0.109 11166.786 0.109 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.109
4.00 33.10 0.00 0.00 0.111 13914.830 0.111 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.111
4.17 34.48 0.00 0.00 0.114 17178.286 0.114 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.114 < 0.127 cfs
4.33 35.86 0.33 0.00 0.116 21026.378 0.116 0.000 0.606 0.606 0.000 0.000 0.000 0.000 0.722
4.50 37.24 0.66 0.00 0.118 25534.259 0.118 2.719 2.252 2.252 0.000 0.000 0.000 0.000 2.370
4.67 38.62 0.99 0.00 0.120 30783.255 0.120 4.774 4.542 4.542 0.000 0.000 0.000 0.000 4.663
4.83 40.00 1.33 0.00 0.123 36861.111 0.123 6.179 7.034 6.179 0.000 0.000 0.000 0.000 6.302
5.00 41.38 1.66 0.00 0.125 43862.231 0.125 7.320 9.305 7.320 0.000 0.000 0.000 0.000 7.445
5.17 42.76 1.99 0.33 0.127 51887.922 0.127 8.306 11.028 8.306 0.000 0.000 0.000 0.994 9.426
5.33 44.14 2.33 0.67 0.129 61046.639 0.129 9.186 12.036 9.186 0.000 0.000 0.000 2.811 12.126
5.50 45.52 2.66 1.00 0.131 71454.227 0.131 9.989 12.396 9.989 0.000 0.000 0.000 5.165 15.285
5.67 46.90 2.99 1.33 0.133 83234.167 0.133 10.732 12.475 10.732 0.000 0.000 0.000 7.063 17.928
5.83 48.28 3.33 1.67 0.135 96517.815 0.135 11.427 13.014 11.427 0.000 0.000 0.000 7.897 19.459
6.00 49.66 3.66 2.00 0.137 111444.651 0.137 12.082 15.195 12.082 0.000 0.000 0.000 8.651 20.869
6.17 51.06 4.00 2.34 0.139 128516.201 0.139 12.715 20.871 12.715 0.000 0.000 0.000 9.357 22.211
6.33 52.39 4.32 2.66 0.141 146434.413 0.141 13.284 31.545 13.284 0.000 0.000 0.000 9.976 23.401
6.50 53.79 4.66 3.00 0.142 167605.986 0.142 13.862 51.508 13.862 0.000 0.000 0.000 10.595 24.599
depth area area (ac) elevation volume (cf)
volume
(acft)
0.00 1249.6 0.0000 0.0 0.0 0.000
0.17 1672.0 0.0384 0.2 255.5 0.006
0.33 1838.4 0.0422 0.3 548.9 0.013
0.50 1960.0 0.0450 0.5 865.9 0.020
0.67 2057.4 0.0472 0.7 1,200.9 0.028
0.83 2138.5 0.0491 0.8 1,550.8 0.036
1.00 2207.5 0.0507 1.0 1,913.1 0.044
1.17 2266.9 0.0520 1.2 2,286.1 0.052
1.33 2318.2 0.0532 1.3 2,668.3 0.061
1.50 2362.6 0.0542 1.5 3,058.4 0.070
1.67 2400.9 0.0551 1.7 3,455.5 0.079
1.83 2433.6 0.0559 1.8 3,858.4 0.089
2.00 2461.3 0.0565 2.0 4,266.4 0.098
2.17 2484.2 0.0570 2.2 4,678.6 0.107 1.57 DCV
2.33 2502.7 0.0575 2.3 5,094.2 0.117
2.50 2516.8 0.0578 2.5 5,512.6 0.127
2.67 2526.8 0.0580 2.7 5,932.9 0.136
2.83 2532.8 0.0581 2.8 6,354.6 0.146
3.00 2534.8 0.0582 3.0 6,777.0 0.156
3.17 2532.8 0.0581 3.2 7,199.3 0.165
3.33 2526.8 0.0580 3.3 7,621.0 0.175
3.50 2516.8 0.0578 3.5 8,041.4 0.185
3.67 2502.7 0.0575 3.7 8,459.7 0.194
3.83 2484.2 0.0570 3.8 8,875.4 0.204
4.00 2461.3 0.0565 4.0 9,287.6 0.213
4.17 2433.6 0.0559 4.2 9,695.5 0.223 >9566 cft
4.33 2400.9 0.0551 4.3 10,098.5 0.232
4.50 2362.6 0.0542 4.5 10,495.5 0.241
4.67 2318.2 0.0532 4.7 10,885.7 0.250
4.83 2266.9 0.0520 4.8 11,267.9 0.259
5.00 2207.5 0.0507 5.0 11,640.9 0.267
5.17 2138.5 0.0491 5.2 12,003.2 0.276
5.33 2057.4 0.0472 5.3 12,353.1 0.284
5.50 1960.0 0.0450 5.5 12,688.1 0.291
5.67 1838.4 0.0422 5.7 13,005.1 0.299
5.83 1672.0 0.0384 5.8 13,298.5 0.305
6.00 1249.6 0.0287 6.0 13,554.0 0.311
6.17 1249.6 0.0287 6.2 13,762.2 0.316
6.33 1249.6 0.0287 6.3 13,970.5 0.321
6.50 1249.6 0.0287 6.5 14,178.8 0.325
HMP #2 Stage Storage-CMP