Drainage Study
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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
Drainage Study
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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)
Drainage Study
Jericho Road
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CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
Drainage Study
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2.1- Rational Method Hydrologic Analysis
Drainage Study
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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
Jericho Road
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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
—
1550 W Deer Valley Rd
Phoenix AZ 85027
August 25, 2023
Meritage Homes
Louisa Feletto
Forward Planning Manager
5 Peters Canyon Rd., Suite 310
Irvine, CA 92606
RE: Meritage Homes in La Mesa.
9407 Jericho Road
La Mesa, CA 91942
Per your request, this is to advise you that Cox Communications has facilities to provide broadband cable, High Speed Internet, and other telecommunication services to the property in San Diego County as per our franchise agreement.
Since this is a private multifamily development, a service agreement will be required to provide services. There are many ways to partner with Cox Communities and we look forward to the collaboration.
Please contact me at your earliest convenience so that we may discuss this project in more detail. I can be reached at (619-723-3112) or by email at [email protected].
I look forward to working with you and your company on this project.
Sincerely,
Laurie Weaver
Laurie Weaver
Account Executive II, New Build-MDU
C 619.723.3112
5887 Copley Drive San Diego, CA 92111
To Whom It May Concern,
Reference Number: CRReferenced Project:
Response: NO CONFLICTS IDENTIFIED
Cox Communications (Cox) has received and reviewed the design stage plans you submitted for the above-referenced Project. Based on the documentation you submitted, Cox finds that there is no conflict between the proposed Project and Cox infrastructure and/or communication facilities (Facilities) within the identified area of Project construction or development. Cox’s NO CONFLICT determination is based entirely on the drawings, plans and other materials you have submitted.
Please note, Cox has made no determination as to the accuracy of the drawings or plans you submitted. You are solely responsible for complying with all utility locate laws (IE., 811 Locate Services, One Call, etc.) to verify the location of all utilities, including Cox Facilities, which may be in the area of the Project. Throughout the duration of the Project, should construction activities occur outside the identified area and near Cox Facilities, it will be your responsibility to assure such Cox Facilities are supported, protected or otherwise remain undisturbed by construction activity.
Should project activities occur in the immediate vicinity of Cox Facilities it will be your responsibility to conduct potholing and to properly protect Cox’s Facilities. Cox requests that a minimum of 12 inches of vertical and horizontal separation from existing Cox Facilities be maintained at all times.
Should the scope of the Project change, please contact Cox via the below email address. Please understand that relocation of Facilities, including siting appropriate non-conflicted locations, may take at least 90 days from the date agreed on in the relocation plans.
If you have any questions or require additional information, please contact our Corporate Traffic Management center at [email protected].
Sincerely,
Cox Communications’ Construction Engineering Team
Date:
10/3/2023 Utility Solutions CHANEL THOMAS La Mesa, CA 324667 42005230000CR06YIJ 30% Company Name
Vault in sidewalk
contains .540 dead end
from which Cox can
trench and extend to
new complex
Current building still
intact, no signs of
construction yet.
Current building does
not have Cox service
based on my visual
inspection of the
outside and a
conversation with
Chanel. No conflict
appears to exist.
Administration Office
7811 University Avenue
La Mesa, California 91942-0427
619-466-0585
[email protected]
hwd.com
Board of Directors
Kathleen Coates Hedberg, President
Daniel H. McMillan, Vice President
Andrea Beth Damsky, Division 2
Mark Gracyk, Division 3
Joel A. Scalzitti, Division 5
Setting Standards of
Excellence in Public Service
September 26, 2023
Laura Traffenstedt
[email protected]
City of La Mesa
8130 Allison Ave.
La Mesa, CA 91942
Subject: Site Development Plan, Project No. 2023-2348
9407 Jericho Rd., La Mesa
APN: 486-670-18
Dear Laura:
Thank you for the opportunity to comment on the subject project. Helix Water District currently serves APN 486-670-18 with a 2-inch water service with a 1-inch meter and a 2-inch irrigation service with a 3/4- inch water meter. Fire protection is provided by a 6-inch fire hydrant with 2.5 x 2.5 x 4-inch outlets at the frontage of the site on the south side of Jericho Road. Water pressure in the area is approximately 72 psi.
Each proposed building or new parcel shall have its own separate water service and fire service. A backflow device will be required for each proposed and existing water or fire service and shall be installed per current Water Agencies’ Standards. Each new backflow device shall be tested by a certified backflow tester with a copy of the passing test results forwarded to Helix Water District, attention Darrin Teisher by e-mail: [email protected]. All water laterals designated for the subject parcels that will not be used will need to be abandoned by Helix Water District. Water for multiple dwelling units or commercial/industrial fire protection systems shall be furnished to the property by facilities that are separate from the domestic water service.
Upgrade, relocation and/or extension of existing waterlines/facilities may be required and will be determined upon review of the improvement plans. Should the water main be extended onsite, the water main shall be a looped system. The project is subject to all district requirements, policies, practices, and standards at the time of establishing a work order and submittal of improvement plans to the district. In addition, any finished surface improvement, other than asphalt above the pipeline or underground facilities, will require an encroachment removal agreement. Permeable finished surface improvements and bio-retention swales or basins are prohibited within the Helix Water District water main easement or over water facilities. The project is subject to compliance with water main separation standards as defined by California Code of Regulations, Title 22, Chapter 16, California Water Works Standards.
If landscaping of the parcels exceeds 5,000 square feet, a dedicated irrigation meter(s) will be required and the property entered into our water conservation program. Please contact them by e-mail:
[email protected]
2 Heartland Fire and Rescue may require additional or upgraded fire protection facilities for this project. All costs for new fire protection facilities and the extension of water main due to the location of proposed fire hydrants shall be the responsibility of the owner/developer. Helix Water District does not allow private fire hydrants.
Easements will be required if proposed facilities cannot be installed and maintained within existing easements or public right of way. All costs for new easements/quitclaims and the granting of all required easements shall be the responsibility of the owner/developer.
At this time, we do not foresee the proposal creating a problem for the district, nor would it cause any conflicts with the district’s utility operations.
If you have any questions, please call me at (619) 667-6273.
Sincerely,
Aneld Anub
Associate Engineer
cc: Melody Rocco
Carlos Perdomo
Karah Kingsbury
Darrin Teisher
3 6” Fire Hydrant
(2.5”x2.5”x4”)
2” Irrigation Service
with ¾” Meter
2” Water Service
with 1” Meter
APN 486-670-18
1 San Diego CA 92101
08/29/2023
UD Solutions
Attn: Louisa Feletto
9407 Jericho Road, La Mesa, CA 91942
Dear Louisa Feletto :
Subject: WILL SERVE: 9407 Jericho Road, La Mesa, CA 91942 In accordance with SDG&E "RULES FOR THE SALE OF ELECTRIC ENERGY", filed with and approved by the California Public Utilities Commission, electric facilities can be made available to If purchaser is to pay any cost for the installation and/or extension of utility service, the costs will be calculated in conformance with our extension and service rules.
Evidence of financial arrangements for the installation of gas and electricity can be obtained from the developer and/or owner based on correspondence from SDG&E on this project.
Our ability to serve future projects in our service territory will depend on the supply of fuel and other essential materials available to us and on our obtaining government authorization to construct the facilities required.
We appreciate your business and hope you are very satisfied with our service. If I may be of further assistance or should you have any non-construction-related questions (easements, charges, etc.), please call me or your Project Support Coordinator at the number below. Our office hours are 7:00 a.m. to 4:00 p.m., Monday through Friday.
For additional information, visit sdge.com/builder-services.
Sincerely,
Steve Donnell
Steve Donnell
Planning Supervisor
(619) 676-7331
6670 Federal Boulevard • Lemon Grove, California 91945
(619) 287-7555 • Fax: (619) 287-5242 • www.edcodisposal.com • Printed on Recycled Paper 08/14/23
Louisa Feletto
MLC Holdings / Meritage Homes
5 Peters Canyon Road, Suite 310
Irvine, CA 92606
Re: Will Serve Letter for: 9407 Jericho Road, La Mesa, CA 91942 To whom it may concern,
This letter is to confirm that EDCO Waste & Recycling Services, serving as the franchise hauler for the City of La Mesa, will service the above reference property for all waste, recycling, and organics services.
EDCO can service the anticipated volume of rubbish, recycling, and organics as residential service. The project provides adequate facilities to meet those anticipated volumes. The project provides adequate access for EDCO service.
We reviewed the plans provided for the project listed at the above address.
EDCO requires all locations to be operationally safe and accessible for service.
Sincerely,
Fabian Rodriguez
Account Representative
From: Mat Magro
To: Laura Traffenstedt
Subject: RE: City of La Mesa Request for Comment - Site Development Plan, Design Review, Special Permit, Tentative Tract Map, Zone Change, General Plan Amendment (Project No. 2023-2348) Date: Thursday, September 28, 2023 9:40:19 AM
Attachments: image003.jpg
image005.png
image007.png
image009.png
image011.png
image013.png
image014.png
image015.png
CAUTION: [EXTERNAL EMAIL] Do not click any links or open any attachments unless you trust the sender and know the content is safe.
Laura,
No comments from MTS on this development.
Thanks!
Mat Magro
Associate Transportation Planner
San Diego Metropolitan Transit System
(619) 744-5944
1255 Imperial Avenue
San Diego, CA 92101-7490
From: Laura Traffenstedt <[email protected]> Sent: Friday, September 22, 2023 2:49 PM
To: [email protected]; Matt Marquez <[email protected]>; [email protected]; OCHOA, SYNUE <[email protected]>; Aneld Anub <[email protected]>; [email protected]; [email protected]; [email protected]; [email protected]; [email protected]; [email protected] Subject: City of La Mesa Request for Comment - Site Development Plan, Design Review, Special Permit, Tentative Tract Map, Zone Change, General Plan Amendment (Project No. 2023-2348) CAUTION: This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders.
Agency and Utility Providers,
The City of La Mesa has received an application for a site development plan, design review, special permit, tentative tract map, zone change, and general plan amendment to construct 73 three-story townhomes on a 3.49-acre site located at 9407 Jericho Road in the City of La Mesa.
The site has frontage on the north side of Jericho Rd and the west side of Broadmoor Dr, which is north of Amaya Dr. Assessor Parcel Number is 486-670-18-00. The site is currently zoned R1 (Urban Residential), and the General Plan Planned Land Use is Urban Residential (7-10 du/ac). The surrounding neighborhood includes R3 zoning to the north west and south west of the property, and R1 zoning to the north east and south east of the property. The existing property is developed with a main church structure, supporting classroom/meeting rooms, parking lot, play area, and lawn. The project proposes to demolish the church structures, and rezone the property to R3 (Multiple Unit Residential) and a general plan amendment to amend the planned land use designation to Multiple Unit Residential (18-23 DU/Acre) in order to construct 73 for-sale townhomes. A special permit application is proposed to increase the maximum height limit of 30 ft for structures, increase the maximum height limit of 6 ft for fences/walls, and increase the amount of cut/fill permitted in the setbacks.
Grading and development plans and the tentative parcel map can be found here:
https://ln5.sync.com/dl/ad74c3a00/mvgzns2r-vfahti3n-rg99hzu4-gguph6bt.
Agency comments, if any, would be appreciated by October 22, 2023. In particular, the City of La Mesa would like to know if the proposal would create any issues for your agency or conflict with utility operations on the site or in the vicinity. If you would like to discuss the project or have any questions, I can be reached at [email protected] or 619-667-1188.
Thank you,
Laura Traffenstedt
Associate Planner |Community Development Department
City of La Mesa|8130 Allison Avenue|La Mesa, CA 91942
619.667.1188|[email protected]
|www.cityoflamesa.us
REPORT to the MAYOR and MEMBERS of the CITY COUNCIL
From the CITY MANAGER
DATE: May 13, 2025
SUBJECT: PUBLIC HEARING: CONSIDERATION AND POSSIBLE
ADOPTION OF THE FOLLOWING ACTIONS
NECESSARY AND REQUIRED TO APPROVE A
PROPOSED 73-UNIT TOWNHOME PROJECT
(INCLUDING EIGHT (8) MODERATE INCOME
RESTRICTED UNITS) LOCATED AT 9407 JERICHO
ROAD – APN 486-670-18-00 (“PROJECT”)
DESCRIPTION: (1) MITIGATED NEGATIVE DECLARATION
PREPARED PURSUANT TO THE CALIFORNIA
ENVIRONMENTAL QUALITY ACT (CEQA) (“MND”);
(2) GENERAL PLAN AMENDMENT FOR LAND
USE REDESIGNATION (OF SPECIFIED AREAS) FROM
URBAN RESIDENTIAL TO MULTIPLE UNIT
RESIDENTIAL (“GPA”);
(3) REZONING (OF SPECIFIED AREAS) FROM
(R1) URBAN RESIDENTIAL TO (R3) MULTIPLE UNIT
RESIDENTIAL (“REZONING”);
(4) SITE DEVELOPMENT PLAN AUTHORIZING A
REDUCTION OF THE MINIMUM R3 BUILDING SITE
AREA PER DWELLING UNIT (“SDP”);
(5) TENTATIVE TRACT MAP AUTHORIZING A
CONDOMINIUM MAP (“TTM”); AND
(6) RATIFICATION OF THE DESIGN REVIEW
BOARD’S APPROVAL (“DRB APPROVAL”).
ISSUING DEPARTMENT: Community Development
SUMMARY:
Issues:
1. Should the Council adopt the attached draft resolution adopting the MND as recommended by Planning Commission?
Report to Mayor and Councilmembers
Date: May 13, 2025
Page: 2 of 13
2. Is the GPA consistent with the goals and objectives of the General Plan as determined by Planning Commission?
3. Is the Rezoning consistent with the General Plan?
4. Should the Council adopt the SDP thereby authorizing certain amenities and application of Government Code Section 65915 (State Density Bonus Law)?
5. Is the TTM compliant with the City’s Subdivision Ordinance and the Subdivision Map Act?
6. Should the Council ratify the DRB Approval thereby finding and determining the proposed design is consistent with the intent and purpose of the Urban Design Program?
Recommendation:
1. Adopt the attached draft resolution adopting the MND (Attachment A).
2. Adopt the attached draft resolution adopting the GPA (Attachment B).
3. Introduce for first reading the attached draft ordinance for the Rezoning (Attachment C).
4. Adopt the attached draft resolution approving the SDP (Attachment D).
5. Adopt the attached draft resolution approving the TTM subject to the conditions of approval (Attachment E).
6. Ratify the DRB approval thereby finding and determining that the proposed design is consistent with the intent and purpose of the Urban Design Program (Attachment F).
Fiscal Impact:
There would be no impact to the General Fund related to this project. City policy is to recover 100% of the cost of staff time through application processing fees.
Report to Mayor and Councilmembers
Date: May 13, 2025
Page: 3 of 13
City’s Strategic Goals:
Promote a high quality of life that current and future generations can afford to call home.
Climate Action Plan Reduction Strategy:
The Project conforms with the following Climate Action Plan reduction strategies as outlined in the IS and /MND:
o T-1: Bicycle and Pedestrian Infrastructure Development o T-4: Mixed-Use and Transit-Oriented Development
o W-2: Local Water Supply Resilience
o U-1: Increase Urban Forest Canopy Cover
BACKGROUND:
The 3.49-acre Project site is located at the junction of Jericho Road and Broadmoor Drive, and has frontage on the southwest side of Jericho Road, as can be seen on the vicinity map. The Project site is rectangular in shape and currently houses the Cavalry Chapel, associated church structures/facilities, a surface parking lot, turf area, ornamental plantings and a playground. Photos of the Project site are provided as Attachment G.
Existing right-of-way improvements along Jericho Road include sidewalk, curb, gutter, above-grade utility lines and two curb openings. The Project site is located just north of Amaya Drive, and less than one half mile west of the Amaya Trolley Station. Surrounding development includes single-family homes to the south and east, and multi-family developments to the north and west.
Report to Mayor and Councilmembers
Date: May 13, 2025
Page: 4 of 13
The Project site is located in the Urban Residential (R1) zone and abuts properties located in the Urban Residential (R1) zone and the Multiple Unit Residential (R3) zone. The R1 zone is designed as more urbanized areas of the City where streets and other public facilities are generally adequate to accommodate a dwelling unit density of seven dwelling units per net acre. Seven dwelling units per acre on the 3.49-acre Project site would allow for 24 new single-family lots.
However, in light of State housing laws which now authorize higher densities in singlefamily zones, single-family lots are authorized by right to build up to four units (two primary dwelling units and two accessory dwelling units). In this case, a single-family residential project up to 96 units could be built by right without any public hearings on the Project site.
Additionally, pursuant to State Law (AB 2097), no parking would be required because the Project site is located within a half-mile radius of a major transit stop. This means that within the existing R1 zoning, the Project site could be developed with up to 96 units with no parking (or guest parking) by right.
Notwithstanding such State authority to build a project at a higher density without parking, the Applicant proposes to rezone the Project site to Multiple Unit Residential (R3) and construct 73 for-sale townhomes, including eight (8) moderate income affordable units (80% - 120% Area Median Income (AMI)). By providing 8 moderate income restricted units, the Project constitutes an affordable housing project pursuant to State Density
Report to Mayor and Councilmembers
Date: May 13, 2025
Page: 5 of 13
Bonus Law. Pursuant to La Mesa Municipal Code (LMMC) Chapter 24.053, all projects requesting to utilize the provisions of State Density Bonus are required to submit a Report specifying how a particular project complies with State Density Bonus Law. The applicant submitted such a report on November 12, 2024, and subsequently revised it as discussed further below.
State law requires each city to plan for existing and future housing needs identified in its Regional Housing Needs Allocation (RHNA). The City’s share of regional future housing needs is a total of 3,797 new units for the 2021-2029 Housing Element. To date, the City, has provided 830 of the 3,797 allocated RHNA units. The eight (8) restricted units in the Project would contribute to the City’s required RHNA allocation.
The following is a summary of actions taken regarding the Project to date:
1. On May 23, 2023, the Council considered the Applicant’s (Meritage Homes) request to initiate a GPA to change the land use designation of the Project site from Urban Residential to Multiple Unit Residential and subsequently authorized the submittal of the application for the same. The May 23, 2023, Council Meeting minutes are provided as Attachment H.
2. On October 14, 2024, the DRB approved the site and architectural design in accordance with the Urban Design Program and procedures at a public meeting (Attachment I) (decisions of the DRB must be ratified by the City Council).
3. On November 12, 2024, the Applicant submitted a State Density Bonus Law Report pursuant to La Mesa Municipal Code (LMMC) Chapter 24.053 (“Density Bonus Report”) (Attachment J). By providing 8 moderate income restricted units, the Project constitutes an affordable housing project pursuant to State Density Bonus Law.
4. On November 21, 2024, the Notice of Decision for the SDP posted for public review and was subsequently adopted on November 27, 2024 (Attachment K).
The SDP review evaluates whether certain components of the Project are compliant with applicable standards and requirements and that no detriment to the public health, safety or welfare would result from the same.
5. On December 4, 2024, the Planning Commission held a public hearing to consider the Project. After taking public testimony and considering the record, the Planning Commission adopted a resolution recommending the City Council adopt the MND and Mitigation Monitoring and Reporting Program prepared for the Project (Attachment L).
Report to Mayor and Councilmembers
Date: May 13, 2025
Page: 6 of 13
6. On December 18, 2024, the Planning Commission held a duly noticed public hearing to consider the Project (brought back to the Planning Commission from an earlier meeting that failed to produce a quorum to conduct business). After public testimony and considering the record, the Planning Commission adopted a resolution recommending the Council approve the GPA, Rezone, SDP, Special Permit(s), and TTM, subject to certain conditions of approval (Attachment M).
7. On January 14, 2025, the City Clerk received an appeal of the Planning Commission’s December 18th decision, Resolution PC-2024-14, recommending that Council approve a GPA, Rezone, SDP, Special Permit(s), TTM, and Design Review for the Project (Attachment N).
8. On February 24, 2025, the Applicant modified the Density Bonus Report (Attachment O) to consolidate the previously requested special permit(s) for retaining wall height, fill limits and mechanical equipment within the setbacks, as well as requests for tandem parking and distance between buildings (waivers pursuant to State Density Bonus Law).
9. On March 7, 2025, a staff report for substantial conformance review of the Applicant’s request to modify the SDP pursuant to the Density Bonus Report posted to the City’s webpage for public review and comment (five calendar days).
Public notice of the posting was mailed to parcels within 300 feet of the Project boundaries on February 27, 2025. One comment letter was received opposing the modifications. The Director of Community Development determined that the proposed changes substantially conformed with Notice of Decision NOD 2024-07 and no further action was necessary.
10.On March 27, 2025, the Applicant modified the Density Bonus Report to include additional waivers of development standards. On March 27, 2025, a staff report for substantial conformance review of the Applicant’s request to modify the SDP for the Density Bonus Report (Attachment P) was posted to the City’s webpage for public review and comment (five calendar days). Public notice of the posting was mailed to parcels within 300 feet of the Project boundaries on March 27, 2025. The Director of Community Development determined that the proposed changes substantially conformed with Notice of Decision NOD 2024-07 and no further action was necessary.
During the past year, the Applicant conducted community outreach including door to door canvassing and two public meetings (October 2024 and November 2024). Public comments received include concerns regarding traffic and safety, parking, flooding, view obstruction and neighborhood compatibility. An overview of the community outreach and public comments received are provided in Attachment Q.
Report to Mayor and Councilmembers
Date: May 13, 2025
Page: 7 of 13
DISCUSSION:
Project Description
The 73 units are proposed to be incorporated within nine 29’-9” three-story buildings. The buildings are located at least 15 ft. from the front, side, and rear property lines, with each unit oriented to provide front door access along streetscapes and paseos. There are two curb openings provided for the Project site along Jericho Road for ingress and egress.
Private driveways provide clear vehicular access to each unit’s garage spaces. Each garage provides space for two cars, half of which are tandem. Space within the garages provides for trash, recycling and organics bins. Five guest parking spaces are proposed for a total of 151 parking spaces on the Project site.
The Project also provides a total of 31,136 square feet of landscaping, including 71 accent and broad-spreading shade trees. The combination of trees, accent plants and shrubs are used for screening and buffering between on-site buildings as well as adjacent properties. The Project also provides 27,489 square feet of proposed open space area, of which includes 11,489 square feet of private open space and 16,000 square feet of common area open space. The common area open space includes decorative walkways, gathering spaces, BBQ area with shaded seating, a bocce ball court, a tot lot and passive lawn areas for recreation. The private open space areas consist of porches and balconies for each unit. The common areas contain bicycle parking near the guest parking stalls.
Project plans and renderings illustrate the site design and layout (Attachments R and S).
The entitlement process for the City Council’s consideration and possible adoption includes six actions discussed below.
1. ENVIRONMENTAL REVIEW
Pursuant to CEQA, staff prepared an Initial Study (IS) for the Project. As such, staff determined that the Project may result in significant environmental impacts without specific project mitigation measures to reduce potential environmental impacts to a level below significant. Consequently, staff caused the preparation of the MND pursuant to Section 15070 of the CEQA Guidelines. Consequently, mitigation measures have been incorporated into the Project to reduce identified impacts to a less than significant level.
The evaluations, impacts, and mitigation measures are described and contained in the IS and MND (Attachment T), and a Mitigation Monitoring Program (Attachment U).
On December 4, 2024, Planning Commission determined that there is no substantial evidence indicating that the Project will have a significant effect on the environment due to identified mitigation measures, and consequently, adopted a resolution recommending the Council adopt the MND (Attachment L).
2. GENERAL PLAN AMENDMENT
Report to Mayor and Councilmembers
Date: May 13, 2025
Page: 8 of 13
The applicant is proposing a GPA for land use redesignation (of specified areas) from Urban Residential to Multiple Unit Residential to support the proposed multifamily development on the site. The Project yields a density of 20.92 units per acre, which aligns with the 23-unit per acre maximum density of the Multiple Unit Residential land use classification of the General Plan.
According to the General Plan, the Multiple Unit Residential designation is appropriate for properties with access to public transportation or generally located adjacent to streets which are shown as a major collector, arterial, or arterial parkway in the Circulation Element. The Project site (measured from the southeast property line) is approximately 120 feet from Amaya Drive, a major collector street, and is within ½ mile of the Amaya Trolley Station.
The Planning Commission determined that the Project meets several goals of the General Plan Land Use Element, including the following goals: the general health, safety, and welfare of citizens should be insured (Goal 1), opportunities for infill development that is compatible and in context with surrounding land uses should be created (Goal 2), and equitable housing options should be provided (Goal 4). The Project poses no threat to general health, safety or welfare and is in context with adjacent multi-family residences as discussed above. The Project creates additional housing and contributes to the City’s mandated State housing requirements. The redevelopment of the Project site into a multifamily housing development enhances the residential character of the neighborhood by providing additional housing options consistent with the multi-family development to the north and west. The Project also provides an opportunity for affordable housing, which supports the policies and programs for the General Plan Housing Element.
3. ZONE CHANGE
Consistent with the proposed GPA, the Applicant is also requesting rezoning (of specified areas) from (R1) Urban Residential to (R3) Multiple Unit Residential. The R3 zone provides for multi-family type development within the City and a residential density of 18 – 23 DU/acre. Considerations for a rezone include compatibility with the surrounding land uses and zoning designations, and whether the proposed rezoning would result in the “singling out of” a small parcel of land for a use classification totally different from that of the surrounding area (also known as illegal “spot zoning”). The Project site is located immediately adjacent to both R3 and R1 zoning. The adjacent properties to the north and west are zoned R3, have a General Plan land use designation of Multiple Unit Residential, and are developed with multiple unit residential development. The surrounding neighborhood is consistent with the proposed land use and zoning. Therefore, the proposed rezone would not result in spot zoning. The Planning Commission determined that the proposed rezone of the subject property to the R3 zone is appropriate for the site, is compatible with surrounding land uses, and is consistent with the goals and policies of the La Mesa General Plan.
Report to Mayor and Councilmembers
Date: May 13, 2025
Page: 9 of 13
4. SITE DEVELOPMENT PLAN
The Applicant proposes to provide additional on-site amenities and Project features in order to utilize the City Density Bonus for a reduction in the minimum building site area per dwelling unit and provide eight (8) moderate income restricted units to invoke State Density Bonus Law.
The City Density Bonus authorizes housing projects to decrease the minimum building site area per dwelling unit if they provide additional on-site amenities and project features such as extra open space, parking, enclosed parking, family housing and housing for the physically handicapped. The Project qualifies for points based upon the provision of extra parking, enclosed parking, and family housing as summarized in a table below:
The City’s Density Bonus provisions are different from State Density Bonus law. The State Density Bonus Law provides developers of below-market rate units the right to utilize additional density, waivers of local development standards, and incentives to reduce housing costs. Pursuant to State Density Bonus Law, a City may not apply any development standards that will have the effect of physically precluding the construction of a housing development that provides a percent of the total proposed dwelling units to persons and families of moderate and/or of low/very low income. The Project designates 8 of the 73 units to be affordable to moderate income households (80% - 120% Area Median Income (AMI)). The Applicant requests a total number of six (6) waivers of development standards and no incentives or concessions are requested. A table is provided below to compare City Density Bonus to State Density Bonus Law and what is proposed as part of the Project.
N/A N/A
N/A N/A N/A
N/A
Report to Mayor and Councilmembers
Date: May 13, 2025
Page: 10 of 13
City Density Bonus State Density Bonus
Law
Project
Density 23 dwelling units per
acre (du/acre) with
utilization of the City
Density Bonus
3.49 acres x 23 = 81
5% Density Bonus for
10% of dwelling units
restricted as moderate
income affordable
81 x 1.05 = 85.05
73 units
Incentives N/A One incentive for
project with at 10% of
for-sale dwelling units
restricted as moderate
income affordable
None
Waivers N/A No Limit 6 Waivers –
1. Fences and Retaining
Walls Heights and Fill
Limits
2. Mechanical Equipment
within Setback
3. Tandem Parking
4. Distance Between
Buildings
5. Open Space
6. Minimum landscaping for
off-street parking areas
Parking
Reduction
Per AB 2097, no
parking is required on
the Project Site
1 space per studio/one
bedroom units
1.5 spaces per
two/three bedroom units
2.5 space per four and
more bedroom units
2 spaces per unit in a garage and
5 guest parking spaces (151 total
parking spaces)
The Project’s affordability, requested waivers, and a diagram of the proposed affordable units’ locations are further described in the Project’s State Density Bonus Law Report, provided as Attachment P.
Projects utilizing these provisions require SDP review to ensure that development requirements are complied with, design objectives are met, and no detriment to the public health, safety, or welfare would result from the Project. Multiple technical studies were prepared for the Project including to a Traffic Assessment Letter (Attachment V), Supplemental Traffic Technical Memorandum (Attachment W), and Supplemental Parking Demand Analysis (Attachment X) to support the findings for approval. SDPs are typically reviewed and approved by the Director of Community Development; however, in this case, since the Project is subject to a GPA and Rezoning, the Director of Community Development made a recommendation of approval to the Planning Commission and City Council as part of the entitlement process (Attachment K). On December 18th, the Planning Commission considered all information and public testimony and determined that the project meets the findings of approval for a SDP.
Report to Mayor and Councilmembers
Date: May 13, 2025
Page: 11 of 13
5. TENTATIVE TRACT MAP
A map for a one lot subdivision with 73 residential condominium units requires a tract map pursuant to the Subdivision Map Act (Government Code Section 66410) and Title 22 – Subdivisions of the LMMC. A proposed plat map is included as Attachment Y. In conjunction with the map, a homeowner’s association will be established and will require equitable share of responsibility, joint use and maintenance of private common facilities by all the property owners. As required by LMMC Section 22.02.010, the Planning Commission determined that the project meets the required findings for approval of a TTM.
The Planning Commission determined that, subsequent to the approval of the GPA, Rezoning, and SDP, the Project would meet all of the findings of fact for a TTM. The findings of fact for approval of the TTM can be found in Attachment E.
6. DESIGN REVIEW
The project required site design and architectural review and DRB approval in accordance with the Urban Design Program and procedures. In their review, the DRB considered overall site design and layout, the landscape design, off-street parking, energy conservation, safety design, architectural design, and architectural finish and details. On October 14, 2024, the DRB determined that the Project meets the intent and purpose of the Urban Design Program through the project’s site design and architectural design (Attachment Z).
PUBLIC ENGAGEMENT AND COMMENTS RECEIVED
The Applicant conducted community outreach through mailers, door to door canvassing, and held two public meetings (October 2024 and November 2024). The applicant has also met individually with several residents. Additionally, the project was posted to the City’s Active Development Project webpage, was posted on the City’s website for Design Review and Planning Commission, and both Planning Commission hearings were posted, publicly noticed through mailings (800 plus notices) and in the local paper. In response to the Applicant’s modification of the State Density Bonus Law Report (discussed above), the City provided public notice mailings of the revisions and substantial conformance review.
In response to noticing, the City received correspondence from surrounding neighbors through public comments and public testimony. Public comments received for the SDP, December 4, 2024 Planning Commission meeting, December 18, 2024 Planning Commission meeting, and SDP substantial conformance review posted on March 7, 2025, are included as Attachment S. Public comments received include concern about increased traffic and traffic safety, on-street parking impacts, flooding, decreased property
Report to Mayor and Councilmembers
Date: May 13, 2025
Page: 12 of 13
values, neighborhood compatibility of the proposed project, and waivers of development standards. Response to public comments received are provided in Attachment AA.
CONCLUSION:
The Project, subject to all the draft conditions of approval, is consistent with Title 24 (Zoning) of the LMMC and the Urban Design Program and would be consistent with the findings and determinations necessary for a GPA, Rezone, SDP, and TTM. The proposed affordable housing component of the project would assist the City in meeting its RHNA goals by providing necessary housing units, including eight units in the moderate-income category.
RECOMMENDATION:
Staff recommends that the City Council:
1. Adopt the attached draft resolution adopting the MND (Attachment A).
2. Adopt the attached draft resolution adopting the GPA (Attachment B).
3. Introduce for first reading the attached draft ordinance for the Rezoning (Attachment C).
4. Adopt the attached draft resolution approving the SDP (Attachment D).
5. Adopt the attached draft resolution approving the TTM subject to the conditions of approval (Attachment E).
6. Ratify the DRB approval thereby finding and determining that the proposed design is consistent with the intent and purpose of the Urban Design Program (Attachment F).
Reviewed by: Respectfully submitted by:
____________________ ____________________________
Greg Humora Lynnette Santos
City Manager Director of Community Development
Attachments:
A. Draft Resolution adopting the MND
Report to Mayor and Councilmembers
Date: May 13, 2025
Page: 13 of 13
B. Draft Resolution approving the GPA
C. Draft Ordinance approving the Rezone
D. Draft Resolution approving the SDP
E. Draft Resolution approving the TTM
F. Draft Resolution ratifying the DRB Approval
G. Site Photographs
H. May 23, 2023 City Council Meeting Minutes
I. DRB Certification of Action (dated October 14, 2024) J. Density Bonus Report (dated November 12, 2024)
K. SDP Notice of Decision NOD-2024-07
L. Resolution No. PC-2024-11
M. Resolution No. PC-2024-14
N. Appeal of Planning Commission Resolution PC-2024-14
O. Density Bonus Report (dated February 24, 2025)
P. Density Bonus Report (dated March 27, 2025)
Q. Public Comments Received to Date
R. Project Plans
S. Project Renderings
T. IS and MND
U. Mitigation Monitoring Program
V. Traffic Assessment Letter
W. Supplemental Traffic Technical Memorandum
X. Supplemental Parking Demand Analysis
Y. TTM
Z. October 14, 2024 DRB staff report
AA. Response to Public Comments
RESOLUTION NO. 2025-xx
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF LA MESA ADOPTING
A MITIGATED NEGATIVE DECLARATION AND MITIGATION MONITORING AND REPORTING PROGRAM PREPARED FOR PROJECT 2023-2348, A PROPOSED
GENERAL PLAN AMENDMENT, REZONING, SITE DEVELOPMENT
PLAN, TENTATIVE TRACT MAP AND DESIGN REVIEW, FOR A FOR A 73- UNIT FOR-SALE HOUSING DEVELOPMENT AT 9407 JERICHO ROAD, APN 486-670-18-00
WHEREAS, on September 21, 2023, Project Applicant, Meritage Homes, submitted an application for a General Plan Amendment, Rezoning, Site Development Plan, Tentative Tract Map, and Design Review (Project 2023-2348) to construct a 73-unit for-sale housing development at 9407 Jericho Road, (APN 486-670-18-00) (Project);
WHEREAS, in accordance with the requirements of the California Environmental Quality Act (“CEQA”), Public Resources Code section 21000, et seq., and its implementing guidelines (“CEQA Guidelines”), California Code of Regulations, title 14, section 15000, et seq., the City completed an Environmental Initial Study and prepared a Mitigated Negative Declaration (MND) and Mitigation Monitoring and Reporting Program (MMRP) for the Project; WHEREAS, multiple technical studies were prepared by qualified professionals, which are included as appendices as part of the Initial Study and were accepted by the City; WHEREAS, the Initial Study identified potentially significant environmental impacts associated with Air Quality, Biological Resources, Cultural Resources, Geology/Soils/Paleontological Resources, Noise, Transportation, and Tribal Cultural Resources; WHEREAS, the Initial Study identified mitigations to reduce identified potentially significant environmental impacts to a less than significant level, which are included in the MMRP to be adopted with the final environmental document;
WHEREAS, a draft MND was prepared and made available for public review from September 12, 2024, to October 14, 2024, including notice published in the Daily Transcript, posting on the City website, and posting at the State Clearinghouse; WHEREAS, correspondence received during the review period was considered and responses provided in the MND;
WHEREAS, the Planning Commission did receive and consider a staff report for the proposal on December 4, 2024;
WHEREAS, on December 4, 2024, the Planning Commission recommended approval of the Initial Study and adoption of the MND prepared for the Project Resolution No. PC 2024-11; and
WHEREAS, the Council did hold a duly noticed public hearing on May 13, 2025, and accepted public testimony in considering Project 2023-2348; THE CITY COUNCIL FINDS AND DETERMINES AS FOLLOWS:
1. That the applicable provisions of CEQA and the CEQA Guidelines have been duly
Resolution No. 2025-xx May 13, 2025
observed in conjunction with said hearing and the consideration of this matter and all of the proceedings related thereto.
2. That the MND, Initial Study, and MMRP were prepared in accordance with the applicable provisions of CEQA and the CEQA Guidelines.
3. That, based on the record in its entirety, no substantial evidence exists that the Project will have a significant effect on the environment due to mitigation measures to address impacts to Air Quality, Biological Resources, Cultural Resources, Geology/Soils/Paleontological Resources, Noise, Transportation, and Tribal Cultural Resources referenced in the Mitigation Monitoring and Reporting Program, which reduce potential impacts to below a level of significance and have been included as conditions of project approval.
NOW, THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF LA MESA AS FOLLOWS:
1. The foregoing findings and determinations are true and hereby made a part hereof.
2. The foregoing findings and determinations are supported by the Initial Study, MND, and MMRP all of which are herein incorporated by reference.
3. The Council adopts the MND and MMRP (Exhibit "A”) prepared for Project 2023-2348.
PASSED AND ADOPTED at a regular meeting of the City Council of the City of La Mesa, California, held the 13th day of May, 2025, by the following vote, to wit:
AYES:
NOES:
ABSENT:
CERTIFICATE OF CITY CLERK
I, MEGAN WIEGELMAN, CMC, City Clerk of the City of La Mesa, California, do hereby certify the foregoing to be true and exact copy of Resolution No. 2025-xx, duly passed and adopted by the City Council of said City on the date and by the vote therein recited.
MEGAN WIEGELMAN, CMC, City Clerk
(SEAL OF CITY)
Mitigation Monitoring and Reporting Program
Initial Study/Mitigated Negative Declaration
Jericho Road Residential
Project
PROJECT NO: 2023-2348
ENVIRONMENTAL DOCUMENT NO: 2024090403
NOVEMBER 2024
Prepared for:
CITY OF LA MESA
8130 Allison Avenue
La Mesa, California 91942
Contact: Laura Traffenstedt
Prepared by:
605 Third Street
Encinitas, California 92024
Contact: Vanessa Scheidel
Exhibit "A"
Printed on 30% post-consumer recycled material.
15823 i
NOVEMBER 2024
Table of Contents
SECTION PAGE NO.
1 Introduction ..........................................................................................................................................................1 2 Mitigation Monitoring and Reporting Program Table.........................................................................................3 TABLE
1 Mitigation Monitoring and Reporting Program...................................................................................................3
Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 ii NOVEMBER 2024
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15823 1
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1 Introduction
The California Environmental Quality Act (CEQA) requires that a public agency adopting a Mitigated Negative Declaration (MND) take affirmative steps to determine that approved mitigation measures are implemented after project approval. The lead or responsible agency must adopt a reporting and monitoring program for the mitigation measures incorporated into a project or included as conditions of approval. The program must be designed to ensure compliance with the MND during project implementation (California Public Resources Code, Section 21081.6(a)(1)).
This Mitigation Monitoring and Reporting Program (MMRP) will be used by the City of La Mesa (City) to ensure compliance with adopted mitigation measures identified in the MND for the proposed Jericho Road Residential Project (project) located at 9407 Jericho Road (northwest corner of Jericho Road and Broadmoor Drive) in La Mesa, California when construction begins. The City, as the lead agency, will be responsible for ensuring that all mitigation measures are carried out. Implementation of the mitigation measures would reduce impacts to below a level of significance for air quality, biological resources, cultural resources, geology and soils, noise, transportation, and tribal cultural resources.
The remainder of this MMRP consists of a table that identifies the mitigation measures by resource for each project component. Table 1 identifies the mitigation monitoring and reporting requirements, list of mitigation measures, party responsible for implementing mitigation measures, timing for implementation of mitigation measures, agency responsible for monitoring of implementation, and date of completion. With the MND and related documents, this MMRP will be kept on file at the following location:
City of La Mesa
Community Development Department
8130 Allison Avenue
La Mesa, California 91942
Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 2
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2 Mitigation Monitoring and Reporting Program Table
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
Air Quality
MM-AQ-1: Prior to the commencement of
construction activities for the project, the Applicant
shall require its construction contractor to
demonstrate that all 25-horsepower or greater
diesel-powered equipment is powered with California
Air Resources Board–certified Tier 4 Final engines,
and that all construction equipment with engines
less than 25 horsepower be electrically powered.
An exemption from this requirement may be granted
if (1) the Applicant documents equipment with Tier 4
Final and electric engines are not reasonably
available, and (2) the required corresponding
reductions in criteria air pollutant emissions can be
achieved for the project from other combinations of
construction equipment. Before an exemption may
be granted, the Applicant’s construction contractor
shall (1) demonstrate that at least two construction
fleet owners/operators in the City of La Mesa or
County of San Diego were contacted and that those
owners/operators confirmed Tier 4 Final and electric
equipment could not be located within the City of La
Mesa or County of San Diego during the desired
construction schedule; and (2) the proposed
replacement equipment has been evaluated using
California Emissions Estimator Model (CalEEMod) or
other industry standard emission estimation method
and documentation provided to the City to confirm
Prior to
construction
Project applicant and
their construction
contractor
City of La Mesa
Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 4
NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
that necessary project-generated emissions
reductions are achieved.
Biological Resources
MM-BIO-1: Nesting Bird Surveys. Constructionrelated ground-disturbing activities (e.g., clearing/grubbing, grading, and other intensive
activities) that occur during the nesting season
(January 15 through August 31) shall require a onetime biological survey for nesting bird species to be conducted by a qualified biologist within the limits of work within 72 hours prior to construction. This
survey is necessary to ensure avoidance of impacts
to nesting raptors and/or birds protected by the
federal Migratory Bird Treaty Act and California Fish
and Game Code, Sections 3503 and 3513. If any
active nests are detected, the area shall be flagged
and mapped on the construction plans or a
biological resources figure, and the information
provided to the construction supervisor and any
personnel working near the nest budder. Active
nests shall have “no work zone” buffers established
around them (e.g., 250 feet for passerines to 500
feet for raptors) by the project biologist in the field with brightly colored flagging tape, conspicuous
fencing, or other appropriate barriers or signage. The
project biologist shall serve as a construction
monitor during those periods when construction
activities occur near active nest areas to avoid
inadvertent impacts to these nests. The project
biologist may adjust the 250-foot or 500-foot
setback at his or her discretion depending on the
species and the location of the nest (e.g., if the nest Prior to and during
construction
Project applicant and
their construction
contractor
City of La Mesa
Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 5
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Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
is well protected in an area buffered by dense
vegetation). However, if needed, additional qualified
monitor(s) shall be provided in order to monitor
active nest(s) or other project activities in order to
ensure all of the project biologist’s duties are
completed. Once the nest is no longer occupied for
the season as determined by the project biologist,
construction may proceed in the setback areas. If
construction activities, particularly
clearing/grubbing, grading, and other intensive
activities, stop for more than 3 days, an additional
nesting bird survey shall be conducted within the
proposed impact area.
Cultural Resources
MM-CUL-1: Prior to the issuance of a Grading
Permit, the applicant/Property Owner shall enter into
a pre-excavation agreement with the San Pasqual
Band of Mission Indians. A copy of the signed
agreement shall include, but not limited, outlining
provisions and requirements for addressing the
treatment of cultural resources; project grading and
developing scheduling; terms of compensation for
the monitors; treatment and final disposition of any
cultural resources, sacred sites, and human remains
discovered on the site; and establishing on-site
monitoring provisions and/or requirements for
professional Tribal monitors during ground disturbing
activities.
Prior to the
issuance of a
Grading Permit
Project applicant and
their construction
contractor
City of La Mesa
MM-CUL-2: Prior to the issuance of a Grading Permit,
the Applicant/Property Owner or Grading Contractor
shall retain a Qualified Archaeologist/Principal
Prior to the
issuance of a
Grading Permit
Project applicant and
their construction
contractor
City of La Mesa
Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 6
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Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
Investigator, meeting the Secretary of Interior’s
Standards, to oversee and establish monitoring
efforts as needed (increase, decrease, or
discontinue monitoring frequency) based on the
observed potential for construction activities to
encounter cultural deposits or material.
MM-CUL-3: The Qualified Archaeologist and San
Pasqual Native American Monitor shall attend all
applicable pre-construction meetings with the
General Contractor and/or associated
Subcontractors to present the archaeological
monitoring program. The Qualified Archaeologist and
San Pasqual Native American Monitor shall be
present on-site full-time during all initial ground
disturbing activities to confirm there are no
subsurface deposits. If disturbed sediments (e.g., fill) or other sediments and formations are identified
that do not have the potential to contain cultural
resources, and in consultation with the San Pasqual
Band of Mission Indian, monitoring may be reduced
or terminated.
Prior to
construction
Qualified Archaeologist
and San Pasqual
Native American
Monitor, with
construction contractor
City of La Mesa
MM-CUL-4: In the event cultural resources (sites,
features, or artifacts), are encountered during projectrelated ground disturbing activities, all work occurring within 100 feet of the discovery will immediately stop
until the qualified archaeologist in consultation with
the San Pasqual Native American Monitor shall
evaluate the significance of the find and determine
During
construction
Project applicant and
their construction
contractor; qualified
archaeologist in
consultation with the
San Pasqual Native
American Monitor
City of La Mesa
Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 7
NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
whether additional study is warranted. Non-Native
American resources shall be curated at an
appropriate qualified repository in San Diego County
that meets federal standards per 36 CFR Part 79.
In the event Native American Cultural resources are
identified during project-related ground disturbing
activities, the following procedures shall be carried
out for final disposition; One or more of the following treatments, in order of preference, shall be employed
in consultation with the San Pasqual Band of Mission
Indians. Evidence of such shall be provided to the City of La Mesa.
1. Preservation-In-Place of the cultural resources.
Preservation in place means avoiding the resources,
leaving them in the place where they were found with
no development affecting the integrity of the
resource(s).
2. Reburial of the cultural resource(s) on the Project
property. The Preservation Site(s) will be located
within the Project site development envelope of the
Project, as determined by the San Pasqual Band of
Mission Indians and the Applicant/Property Owner.
The measures for reburial shall include, at least, the
following: Measures and provisions to protect the
future reburial area from any future impacts in
Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 8
NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
perpetuity. Reburial shall not occur until all legally
required cataloging and basic recordation have been
completed, with an exception that sacred items,
burial goods, and Native American human remains
are excluded. Any reburial process shall be culturally
appropriate. Listing of contents and location of the
reburial shall be included in the confidential
Monitoring Report.
3. If there are no areas to repatriate any cultural
resource(s) that are found on the Project property, the San Pasqual Band of Mission Indians will take
possession of the cultural resource(s) and will
repatriate the cultural resource(s) at a later time.
MM-CUL-5: Prior to the release of the grading bond, a
monitoring report and/or evaluation report, if
appropriate, which describes the results, analysis,
and conclusions of the archaeological monitoring
program, shall be submitted by the Qualified
Archaeologist, along with the San Pasqual Native
American monitor’s notes and comments, to the City
of La Mesa for approval. The monitoring report shall
be submitted to the South Coastal Information Center.
Prior to the release
of the grading
bond
Project applicant and
their construction
contractor; qualified
Archaeologist, along
with the San Pasqual
Native American
monitor
City of La Mesa
MM-CUL-6: In accordance with Section 7050.5 of
the California Health and Safety Code, if human
remains are found, the County Coroner shall be
notified within 24 hours of the discovery. No further
During
construction
Project applicant and
their construction
contractor; qualified
Archaeologist, along
with the San Pasqual
City of La Mesa
Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 9
NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
excavation or disturbance of the site or any nearby
area reasonably suspected to overlie adjacent
remains shall occur until the County Coroner has
determined, within two working days of notification
of the discovery, the appropriate treatment and
disposition of the human remains. If the remains are
determined to be Native American, the Coroner shall
notify the Native American Heritage Commission
(NAHC) in Sacramento within 24 hours. In
accordance with California Public Resources Code,
Section 5097.98, the NAHC must immediately notify
those persons it believes to be the most likely
descended (MLD) from the deceased Native
American. The MLD shall complete their inspection
within 48 hours of being granted access to the site.
The designated Native American representative
would then determine, in consultation with the
Applicant/Property Owner, the disposition of the
human remains.
Native American
monitor
Geology and Soils
MM-GEO-1: Paleontological Resources Impact
Mitigation Program and Paleontological Monitoring.
Prior to commencement of any grading activity on
site, the applicant/developer or its designee shall
retain a qualified paleontologist per the Society of
Vertebrate Paleontology (SVP) 2010 guidelines to
prepare a Paleontological Resources Impact
Mitigation Program (PRIMP) for the project. The
Prior to
construction
Project applicant and
their construction
contractor
City of La Mesa
Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 10 NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
PRIMP shall be consistent with the SVP 2010
guidelines and outline requirements for:
preconstruction meeting attendance and worker
environmental awareness training; where
paleontological monitoring is required within the
project site based on construction plans and/or
geotechnical reports; and, procedures for
construction monitoring, fossil salvage and data
recovery, laboratory preparation and curation of the
fossils into the permanent fossil collections of an
appropriate regional repository and production of a
final paleontological mitigation report.
In addition, a qualified paleontological monitor shall
be on site during initial rough grading and other
significant ground-disturbing activities (including
augering greater than 2 feet in diameter) in areas
underlain by the Mission Valley formation or
Pomerado Conglomerate. No paleontological
monitoring is necessary during ground disturbance
within artificial fill, if determined to be present. In the event that paleontological resources (e.g., fossils)
are unearthed during grading, the paleontological
monitor shall temporarily halt and/or divert grading
activity to allow recovery of paleontological
resources. The area of discovery shall be roped off
with a 50-foot radius buffer. Once documentation
and collection of the find is completed, the monitor
shall allow grading to recommence in the area of the
find. Any fossil lab or curation costs (if necessary due
Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 11 NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
to fossil recovery) are the responsibility of the City of La Mesa or its designee.
Noise
MM-NOI-1: Temporary Construction Noise Reduction.
The Project applicant or its contractor would
implement one or more of the following options for
on-site noise control and sound abatement means
that, in aggregate, would yield a minimum of 16 dBA
of construction noise reduction during the site
preparation phase of the Project:
• Administrative controls (e.g., reduce
operating time of equipment and/or prohibit
usage of equipment type[s] within certain
distances to a nearest receiving occupied
off-site property).
• Engineering controls (change equipment
operating parameters [speed, capacity, etc.],
or install features or elements that otherwise
reduce equipment noise emission [e.g.,
upgrade engine exhaust mufflers]).
• Install noise abatement on the site boundary
fencing (or within, as practical and
appropriate) in the form of sound blankets
or comparable temporary solid barriers to
occlude construction noise emission
between the site (or specific equipment
During
construction
Project applicant and
their construction
contractor
City of La Mesa
Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 12 NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
operation as the situation may define) and
the noise-sensitive receptor(s) of concern.
Transportation
MM-TRA-1: Sight Distance. The project
applicant/developer shall be required to maintain
trimmed bushes and shrubs, as well as limit/clear
any objects in the line of sight at the project
driveways in order to increase and meet sight
distance requirements. Furthermore, the
applicant/developer shall install W2-1 signs (Cross
Road Signs) along the northbound approach of
Jericho Road to indicate the presence of driveways
and the possibility of turning or entering traffic.
Installation of these W2-1 signs shall be in
accordance with the California Manual on Uniform
Traffic Control Devices (MUTCD) (version 2014
revision 7) and be coordinated with City of La Mesa
staff and satisfaction of the City Traffic Engineer.
Prior to and during
construction
Project applicant and
their construction
contractor
City of La Mesa
Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 13 NOVEMBER 2024
INTENTIONALLY LEFT BLANK
RESOLUTION NO. 2025-XX
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF LA MESA APPROVING A GENERAL PLAN AMENDMENT FOR PROJECT 2023-2348 TO
CHANGE THE LAND USE CLASSIFICATION FROM URBAN RESIDENTIAL TO MULTIPLE UNIT RESIDENTIAL FOR A 73-UNIT FOR-SALE HOUSING DEVELOPMENT AT 9407 JERICHO ROAD, (APN 486-670-18-00) (GPA) WHEREAS, on September 21, 2023, Project Applicant, Meritage Homes, submitted an application for a GPA, Rezoning, Site Development Plan, Tentative Tract Map, and Design Review (Project 2023-2348) to construct a 73-unit for-sale housing development at 9407 Jericho Road (APN 486-670-18-00) (Project);
WHEREAS, the Project provides for eight (8) affordable housing units to moderate income households (80% - 120% Area Median Income (AMI));
WHEREAS, the GPA would re-designate the Project site, from the “Urban Residential” (7 DU/AC) land use designation to the “Multiple Unit Residential (18-23 DU/AC) land use designation;
WHEREAS, the Project site is appropriate for residential uses at the proposed densities; WHEREAS, the Project is consistent with the City’s Housing Element to provide safe and decent housing opportunities for all its residents, offering a range of housing options to accommodate the diverse needs of the community and contribute to City’s state mandated Regional Housing Needs Assessment (RHNA) allocation;
WHEREAS, the City has not yet met its share of RHNA allocation, and the Project would not have a significant, quantifiable, direct or unavoidable impact based on objective, identified written public health or safety standards, policies, or conditions as they existed on the date the application was deemed complete;
WHEREAS, the proposed Tentative Tract Map will create building sites suitable for construction of for-sale units which help to satisfy demand for needed housing in the City; WHEREAS, pursuant to AB 2097, no minimum parking requirements apply to the Project since it is located within a half-mile radius of a major transit stop; Whereas, the Project design includes enhancements of extra parking, enclosed parking and family housing to reduce the required building site area from 2,420 square feet minimum net lot area per dwelling unit to 1,895 square feet minimum net lot area per dwelling unit;
WHEREAS, pursuant to the California Environmental Quality Act (“CEQA”), (Public Resources Code section 21000, et seq.), and its implementing guidelines (“CEQA Guidelines”), California Code of Regulations, (title 14, section 15000, et seq.), the City completed an Initial Study and prepared a Mitigated Negative Declaration (MND) and a Mitigation Monitoring and Reporting Program (MMRP) for the Project;
WHEREAS, the Initial Study identified mitigations to reduce impacts related to Air Quality, Biological Resources, Cultural Resources, Geology/Soils/Paleontological Resources, Noise, Transportation, and Tribal Cultural Resources to a less than significant level, which are included in the MMRP to be adopted with the final draft MND;
Resolution No. 2025-xx May 13, 2025
WHEREAS, pursuant to CEQA, the City prepared and circulated for a 30-day public review comment period from September 12, 2024, to October 14, 2024 an Initial Study and the MND, which concluded that with the implementation of mitigation measures identified in the MMRP and the Project conditions of approval, the Project would not have an adverse impact on the environment;
WHEREAS, the Planning Commission received and considered a staff report regarding the Project;
WHEREAS, the Planning Commission conducted a public hearing on December 4, 2024, and accepted public testimony in regard to the Project; WHEREAS, on December 4, 2024, the Planning Commission recommended approval of the Initial Study and adoption of the MND;
WHEREAS, on December 4, 2024, the Planning Commission made a separate motion to recommend that the City Council approve the GPA, Rezoning, Site Development Plan and Tentative Tract Map; however, due to the abstention of one of the Planning Commission members, there was not a quorum for a vote;
WHEREAS, the Planning Commission conducted a noticed public hearing on December 18, 2024, and accepted public testimony in considering the Project; WHEREAS, on December 18, 2024, the Planning Commission adopted Resolution PC-2024-14 recommending Council approve the GPA, Rezoning, Site Development Plan, and Tentative Tract Map;
WHEREAS, on January 14, 2024, the City Clerk received an appeal of the Planning Commission’s approval of Resolution PC-2024-14; WHEREAS, the Council conducted a public hearing on May 13, 2025, and accepted public testimony in considering the appeal of Resolution PC-2024-14 and denied the Appeal; and
WHEREAS, the Council did hold a separate, duly noticed public hearing on May 13, 2025, and accepted public testimony in consideration of the Project.
THE CITY COUNCIL FINDS AND DETERMINES AS FOLLOWS:
1. That the GPA amendment is appropriate for the site, is compatible with surrounding land uses, and is consistent with the goals and policies of the General Plan.
NOW, THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF LA MESA AS FOLLOWS:
1. The foregoing findings of fact and determinations are true and hereby made a part hereof.
Resolution No. 2025-xx May 13, 2025
2. The foregoing findings of fact and determinations are supported by the staff report, record in its entirety including minutes, plans, and exhibits, all of which are herein incorporated by reference.
3. The City Council approves the GPA.
PASSED AND ADOPTED at a regular meeting of the City Council of the City of La Mesa, California, held the 13th day of May, 2025, by the following vote, to wit:
AYES:
NOES:
ABSENT:
CERTIFICATE OF CITY CLERK
I, MEGAN WIEGELMAN, CMC, City Clerk of the City of La Mesa, California, do hereby certify the foregoing to be true and exact copy of Resolution No. 2025-xx, duly passed and adopted by the City Council of said City on the date and by the vote therein recited.
MEGAN WIEGELMAN, CMC, City Clerk
(SEAL OF CITY)
ORDINANCE NO. 2025-XX
ORDINANCE AMENDING THE ZONING MAP OF TITLE 24 OF THE LA MESA MUNICIPAL CODE, REZONING 9407 JERICHO ROAD (APN 486-670-18-00) FROM ZONE R1 (URBAN RESIDENTIAL) TO ZONE R3 (MULTIPLE UNIT RESIDENTIAL) AUTHORIZING A 73 UNIT TOWNHOME DEVELOPMENT.
WHEREAS, on September 21, 2023, the Project Applicant, Meritage Homes, submitted an application for a General Plan Amendment, Rezoning, Site Development Plan, Special Permit, Tentative Tract Map, and Design Review (Project 2023-2348) to construct a 73-unit for-sale housing development at 9407 Jericho Road (APN 486-670-18-00) (“Project”); WHEREAS, the Project provides for eight (8) moderate income restricted units (80% - 120% Area Median Income (AMI));
WHEREAS, the Project site is appropriate for residential uses at the proposed densities; WHEREAS, the Project Rezoning would rezone the Project site from R1 (Urban Residential) to R3 (Multiple Unit Residential);
WHEREAS, the Project is consistent with the City’s Housing Element to provide safe and decent housing opportunities for all its residents and offer a range of housing options to accommodate the diverse needs of the community and contribute to City’s state mandated Regional Housing Needs Assessment (RHNA) allocation;
WHEREAS, the City has not yet met its share of RHNA allocation, and the Project would not have a significant, quantifiable, direct or unavoidable impact based on objective, identified, and written public health or safety conditions, standards, or policies on the date the application was deemed complete;
WHEREAS, the Project Tentative Tract Map creates building sites suitable for construction of for-sale units for needed housing in the City; WHEREAS, pursuant to AB 2097, no minimum parking requirements apply to the Project since it is located within a half-mile radius of a major transit stop; WHEREAS, the Project design includes enhancements of extra parking, enclosed parking and family housing to reduce the required building site area from 2,420 square feet minimum net lot area per dwelling unit to 1,895 square feet minimum net lot area per dwelling unit; WHEREAS, in accordance with the requirements of the California Environmental Quality Act (“CEQA”) and other applicable laws and regulations, the City prepared an Initial Study, a Mitigated Negative Declaration (MND) and Mitigation Monitoring and Reporting Program (MMRP) for the Project;
WHEREAS, the Initial Study identified mitigations to reduce impacts related to Air Quality, Biological Resources, Cultural Resources, Geology/Soils/Paleontological Resources, Noise, Transportation, and Tribal Cultural Resources to a less than significant level, which are included in the MMRP to be adopted with the MND;
Ordinance No. 2025-xx May xx, 2025
WHEREAS, pursuant to CEQA, the City prepared and circulated for a 30-day public review comment period from September 12, 2024, to October 14, 2024 an Initial Study and the MND, which concluded that with the implementation of mitigation measures identified in the MMRP and the Project conditions of approval, the Project would not have an adverse impact on the environment;
WHEREAS, the Planning Commission received and considered a staff report regarding the Project;
WHEREAS, the Planning Commission held a public hearing on December 4, 2024 and accepted public testimony in considering Project 2023-2348; WHEREAS, on December 4, 2024, the Planning Commission recommended approval of the Initial Study and adoption of the MND (Resolution No. PC 2024-11); WHEREAS, the Planning Commission held a public hearing on December 18, 2024, and accepted public testimony in considering Project 2023-2348; WHEREAS, on December 18, 2024, the Planning Commission adopted Resolution PC-2024-14 recommending Council approve the GPA, Rezoning, Site Development Plan, and Tentative Tract Map related to the Project;
WHEREAS, on January 14, 2024, the City Clerk received an appeal of the Planning Commission’s approval of Resolution PC-2024-14; WHEREAS, the Council conducted a public hearing on May 13, 2025, and accepted public testimony in considering the appeal of Resolution PC-2024-14 and denied the appeal; and WHEREAS, the Council did hold a separate, public hearing on May 13, 2025, and accepted public testimony in considering the Project.
The City Council of the City of La Mesa, California DOES ORDAIN as follows:
SECTION 1: That the Zone Map of Title 24 of the La Mesa Municipal Code be amended, reclassifying the Project site from the R1 (Urban Residential) zone to the R3 (Multiple Unit Residential) zone, subject to the provisions contained in Ordinance No. 2185.
SECTION 2: This Ordinance shall be effective 30 days after its adoption and the City Clerk shall certify to the adoption of this Ordinance and cause the same to be published at least once in the Daily Transcript within 15 days of its adoption.
INTRODUCED AND FIRST READ at a Regular meeting of the City Council of the City of La Mesa, California, held on the 13th day of May, 2025, and thereafter PASSED AND ADOPTED at a Regular meeting of said City Council held the XX day of May, 2025, by the following vote, to wit:
AYES:
Ordinance No. 2025-xx May xx, 2025
NOES:
ABSENT:
APPROVED
MARK ARAPOSTATHIS, Mayor
ATTEST
MEGAN WIEGELMAN, CMC, City Clerk
CERTIFICATE OF CITY CLERK
I, MEGAN WIEGELMAN, CMC, City Clerk of the City of La Mesa, California, do hereby certify the foregoing to be true and exact copy of Resolution No. 2025-xx, duly passed and adopted by the City Council of said City on the date and by the vote therein recited.
MEGAN WIEGELMAN, CMC, City Clerk
(SEAL OF CITY)
RESOLUTION NO. 2025-XX
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF LA MESA APPROVING THE SITE DEVELOPMENT PLAN FOR PROJECT 2023-2348, A 73- UNIT FOR-SALE HOUSING DEVELOPMENT AT 9407 JERICHO ROAD (APN 486- 670-18-00) IN THE R1 (URBAN RESIDENTIAL) ZONE
WHEREAS, on September 21, 2023, the Project Applicant, Meritage Homes, submitted an application for a General Plan Amendment, Rezoning, Site Development Plan, Tentative Tract Map, and Design Review (Project 2023-2348) to construct a 73-unit forsale housing development at 9407 Jericho Road (APN 486-670-18-00) (“Project”); WHEREAS, the Project provides for eight (8) moderate income restricted units (80% - 120% Area Median Income (AMI));
WHEREAS, the Design Review Board held a public hearing, received and considered a staff report and reviewed Project 2023-2348 for consistency with the Urban Design Program and recommended approval (via Certificate of Action) of the Project on October 14, 2024; WHEREAS, a staff report and Notice of Decision for the Site Development Plan was posted for public review on November 21, 2024, and after five calendar days, the Community Development Director considered the staff report and public comments received for 2023-2348 and adopted NOD-2024-07 recommending the Planning Commission review and the City Council approve the Site Development Plan;
WHEREAS, the General Plan Amendment (GPA) re-designates the Project Site from the “Urban Residential” (7 DU/AC) land use designation to the “Multiple Unit Residential” (18-23 DU/AC) land use designation;
WHEREAS, the Project site is appropriate for residential uses; WHEREAS, the Project Rezoning would rezone the Project site from R1 (Urban Residential) to R3 (Multiple Unit Residential);
WHEREAS, the Project is consistent with the City’s Housing Element, to provide safe and decent housing opportunities for all its residents, and offer a range of housing options to accommodate the diverse needs of the community and contribute to City’s state mandated Regional Housing Needs Assessment (RHNA) allocation;
WHEREAS, the City has not yet met its share of RHNA allocation, and the Project would not have a significant, quantifiable, direct or unavoidable impact based on objective, identified, and written public health or safety conditions, standards, or policies on the date the application was deemed complete;
WHEREAS, the Project Tentative Tract Map creates building sites suitable for construction of for-sale units for needed housing;
WHEREAS, pursuant to AB 2097, no minimum parking requirements apply to the Project since it is located within a half-mile radius of a major transit stop;
Resolution No. 2025-xx May 13, 2025
WHEREAS, the Project design includes enhancements of extra parking, enclosed parking, and family housing to reduce the required building site area from 2,420 square feet minimum net lot area per dwelling unit to 1,895 square feet minimum net lot area per dwelling unit; WHEREAS, the Applicant is seeking to apply waivers of development standards set forth in Government Code Section 65915;
WHEREAS, in accordance with the requirements of the California Environmental Quality Act (“CEQA”) and other applicable laws and regulations, the City prepared an Initial Study, a Mitigated Negative Declaration (MND) and Mitigation Monitoring and Reporting Program (MMRP) for the Project;
WHEREAS, the Initial Study identified mitigations to reduce impacts related to Air Quality, Biological Resources, Cultural Resources, Geology/Soils/Paleontological Resources, Noise, Transportation, and Tribal Cultural Resources to a less than significant level, which are included in the MMRP to be adopted with the MND;
WHEREAS, pursuant to CEQA, the City prepared and circulated for a 30-day public review comment period from September 12, 2024, to October 14, 2024 an Initial Study and the MND, which concluded that with the implementation of mitigation measures identified in the MMRP and the Project conditions of approval, the Project would not have an adverse impact on the environment;
WHEREAS, the Planning Commission received and considered a staff report regarding the Project;
WHEREAS, the Planning Commission held a public hearing on December 4, 2024 and accepted public testimony in considering Project 2023-2348; WHEREAS, on December 4, 2024, the Planning Commission recommended approval of the Initial Study and adoption of the MND (Resolution No. PC 2024-11); WHEREAS, the Planning Commission held a public hearing on December 18, 2024, and accepted public testimony in considering Project 2023-2348; WHEREAS, on December 18, 2024, the Planning Commission adopted Resolution PC-2024-14 recommending Council approve the GPA, Rezoning, Site Development Plan, and Tentative Tract Map related to the Project; WHEREAS, on January 14, 2024, the City Clerk received an appeal of the Planning Commission’s approval of Resolution PC-2024-14; WHEREAS, On February 24, 2025, the applicant elected to modify their original Density Bonus Report in accordance to State Density Bonus Law in order to consolidate the previously requested special permit(s) for retaining wall height and fill limits and mechanical equipment within the setbacks, as well as requests for tandem parking and distance between buildings as waivers of development standards as allowed pursuant to State Density Bonus Law; WHEREAS, on March 7, 2025, a staff report for the substantial conformance review of the
Resolution No. 2025-xx May 13, 2025
applicant’s request to modify the Site Development Plan was posted to the City’s webpage for public review and comment for five calendar days;
WHEREAS, the Director of Community Development determined that the proposed changes were in substantial conformance with Notice of Decision NOD 2024-07 and no further action was necessary on March 13, 2025;
WHEREAS, On March 27, 2025, the Applicant elected to modify their original Density Bonus Report in accordance to State Density Bonus Law in order to include additional waivers of development standards for open space and landscaping for off-street parking areas; WHEREAS, on March 27, 2025, a staff report for a substantial conformance review of the Site Development Plan amendment was posted to the City of La Mesa webpage for public review and comment for five calendar days;
WHEREAS, the Director of Community Development determined that the proposed changes were in substantial conformance with Notice of Decision NOD 2024-07 and no further action was necessary on April 2, 2025;
WHEREAS, the Council conducted a public hearing on May 13, 2025, and accepted public testimony in considering the appeal of Resolution PC-2024-14 and denied the appeal; and WHEREAS, the Council did hold a separate, public hearing on May 13, 2025, and accepted public testimony in considering the Project.
THE CITY COUNCIL FINDS AND DETERMINES AS FOLLOWS:
1. Based on the record in its entirety and in its own independent judgment and analysis, there is no substantial evidence that the Project will have a significant effect on the environment with implementation of the mitigation measures identified in the Initial Study and MND and MMRP prepared for the Project and included as conditions of approval herein.
2. The Project complies with all applicable development standards, design objectives are achieved, and that no detriment to the public health, safety or welfare will result.
NOW, THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF LA MESA AS FOLLOWS:
1. The foregoing findings of fact and determinations are true and hereby made a part hereof.
2. The foregoing findings of fact and determinations are supported by the record in its entirety including the staff report, minutes, plans, and exhibits, all of which are herein incorporated by reference.
3. The Council thereby approves the Site Development Plan for Project 2023-2348,
Resolution No. 2025-xx May 13, 2025
subject to the conditions in Exhibit “A” and Exhibit “B”.
PASSED AND ADOPTED at a regular meeting of the City Council of the City of La Mesa, California, held the 13th day of May, 2025, by the following vote, to wit:
AYES:
NOES:
ABSENT:
CERTIFICATE OF CITY CLERK
I, MEGAN WIEGELMAN, CMC, City Clerk of the City of La Mesa, California, do hereby certify the foregoing to be true and exact copy of Resolution No. 2025-xx, duly passed and adopted by the City Council of said City on the date and by the vote therein recited.
MEGAN WIEGELMAN, CMC, City Clerk
(SEAL OF CITY)
Resolution No. 2025-XX May 13, 2025
Exhibit A
CC Resolution 2025-XX
Project No. 2023-2348 – Tentative Tract Map, Zone Change, General Plan Amendment Conditions of Approval
A. GENERAL CONDITIONS
1. The project is conditionally approved as set forth on the application, project drawings, and plat received electronically by the City, consisting of 63 sheets received on November 12, 2024 titled P-1 Project Information, P-2 Conceptual Site Plan, P-3 Conceptual Illustrative Plan, A-1 801A Building Composite (8-Plex) First Floor Plan, A-2 801A Building Composite (8-Plex) Second Floor Plan, A-3 801A Building Composite (8-Plex) Third Floor Plan, A-4 801A Building Composite (8-Plex) Roof Plan, A-5 801A Building Composite (8-Plex) Sections, A-6 801A Building Composite (8-Plex) “A” Spanish Elevations, A-7 801A Building Composite (8-Plex) “A” Spanish Enhanced Elevations, A-8 802A/803A Building Composite (8-Plex) First Floor Plan, A-9 802A/803A Building Composite (8-Plex) Second Floor Plan, A-10 802A/803A Building Composite (8-Plex) Third Floor Plan, A-11 802A/803A Building Composite (8-Plex) Roof Plan, A-2 802A/803A Building Composite (8-Plex) Sections, A-13 802A Building Composite (8-Plex) “A” Spanish Elevations, A-14 803A Building Composite (8-Plex) “A” Spanish Elevations, A-15 803A Building Composite (8-Plex) “A” Spanish Enhanced Elevations, A-16 901A Building Composite (9-Plex) First Floor Plan, A-17 901A Building Composite (9-Plex) Second Floor Plan, A-18 901A Building Composite (9-Plex) Third Floor Plan, A-19 901A Building Composite (9-Plex) Roof Plan, A-20 901A Building Composite (9-Plex) “A” Spanish Elevations, A-21 901A Building Composite (9-Plex) “A” Spanish Elevations, A-22 Unit 2532.1 2 Bedroom, 2.5 Bath Floor Plan, A-23 Unit 2532X.1 2 Bedroom, 2.5 Bath Floor Plan, A-24 Unit 1633.1 3 Bedroom, 3 Bath Floor Plan, A-25 Unit 1633X.2 3 Bedroom, 3 Bath, A-26 Unit 1638.1 4 Bedroom, 4 Bath, A-27 Unit 1638X.1 4 Bedroom, 4 Bath, A-28 Site Sections, A-29 Site Sections, A-30 Written Color Schemes, A-31 Color Boards – Spanish, Sheet 1 of 11 Site Development Plan, Sheet 2 of 11 Site Development Plan – Street Sections/Site Details, Sheet 3 of 11 Site Development Plan – Site Details/Driveway Details, Sheet 4 of 11 Site Development Plan – Existing Conditions, Sheet 5 of 11 Site Development Plan – Grading Plan, Sheet 6 of 11 Site Development Plan – Open Space, Sheet 7 of 11 Site Development Plan – Accessible Route, Sheet 8 of 11 Site Development Plan – Eave Setback Dimensions, Sheet 9 of 11 Site Development Plan – Wall Sections, Sheet 10 of 11 Site Development Plan – Wall Sections, Sheet 11 of 11 Site Development Plan – Boundaries and Encumbrances, Sheet 1 of 9 Landscape Concept Illustrative Plan, Sheet 2 of 9 Landscape Concept Planting Plan, Sheet 3 of 9 Landscape Concept Enlargements, Sheet 4 of 9 Landscape Concept Enlargements, Sheet 5 of 9 Landscape Concept Irrigation Plan, Sheet 6 of 9 Landscape Concept Irrigation Details, Sheet 7 of 9 Landscape Concept Fence & Wall Plan, Sheet 8 of 9 Landscape Concept Lighting Plan, Sheet 9 of 9 Landscape Concept Existing Trees, Sheet 1 of 1 Fire Truck Turning Exhibit, Sheet 1 of 3 Trash Exhibit – Trash Truck Turning, Sheet 2 of 3 Trash Exhibit – Bins Plotting Layout, Sheet 3 of 3 Trash Exhibit – Bin Storage Detail, Sheet 1 of 5 Tentative Tract Map, Sheet 2 of 5 Tentative Tract Map – Street Sections/Site Details, Sheet 3 of 5 Tentative Tract Map – Existing Conditions, Sheet 4 of 5 Tentative Tract Map – Project Design, Sheet 5 of 5 Tentative Tract Map – Boundaries and Encumbrances; and an Affordable Homes Bonus Report received on March 27, 2025, and shall not be altered without express authorization by the Community Development Department.
Resolution No. 2025-XX May 13, 2025
2. This approval shall not waive compliance with any section of the La Mesa Municipal Code and all other applicable City regulations in effect at the time of Building Permit issuance unless specifically waived herein.
3. Prior to any use or issuance of final occupancy of the project site pursuant to this approval, all conditions of approval contained herein shall be completed or secured to the satisfaction of the Community Development Department.
4. The applicant is responsible for coordinating civil, landscape, and architectural plans and supplemental materials at building permit submittal to ensure that all project plans and materials are internally consistent and consistent with each other. Inconsistent construction documents will not be accepted.
5. This constitutes an approval of the discretionary entitlement only. Additional permits, including but not limited to building and grading permits, may be required by the Community Development Department or other City departments prior to commencement of construction and/or use. It is the property owner and applicant’s responsibility to obtain all necessary permits required for the type of project proposed.
B. THE FOLLOWING CONDITIONS MUST BE SATISFIED PRIOR TO RECORDATION OF THE FINAL MAP RELATED TO PROJECT NO. 2023-2348:
1. The applicant shall submit a Final Map prepared by a Licensed Land Surveyor or Registered Civil Engineer authorized to practice land surveying. The Final Map shall be prepared in accordance with the approved Tentative Map, the Subdivision Map Act and La Mesa Development Code titled Major Subdivisions, Chapter 22.02.030, and shall be subject to approval by the Director of Community Development and the City Engineer.
2. The applicant shall get the final map signed by all individuals or parties with record title interest in the property.
3. The applicant shall provide an updated Title report, Subdivision/Parcel Map Guarantee and Tax Clearance Certificate from the County of San Diego before the Final Map is released for recordation.
4. All easements of record shall be plotted on the Final Map. The applicant shall provide plat and legal descriptions to prepare any easement documents and lien agreements. The documents shall be recorded and recording information shall be shown on the Final Map.
5. The applicant shall quitclaim any existing easements in conflict with the proposed development.
6. The applicant shall grant an easement for the Fire Lane on the Final Map.
7. The applicant shall provide letters from the utility companies (SDG&E, AT&T, Cox Cable, Helix Water District, EDCO) for the availability of utilities and services for the proposed development and/or that the financial arrangements have been made to extend or install new services for the proposed development.
8. The applicant shall provide a monumentation bond for deferred monumentation. The engineer or land surveyor shall provide a letter stating the cost of monumentation.
Resolution No. 2025-XX May 13, 2025
9. The applicant shall make a cash deposit of $1,000 to be released after the applicant provides the City with a photo Mylar of the recorded map within thirty (30) days after its recordation. The City reserves the right to use the deposit to purchase a photo Mylar of the recorded map including a $100 administrative fee which will be charged against the deposit.
10. The applicant shall submit covenants or CC&R’s for review and approval by the Engineering and Planning Division. The covenants or CC&R’s shall provide the following:
a. The establishment of a homeowner’s association or similar mechanism for the joint use and maintenance, with equitable share of responsibility by all the property owners, of private common facilities throughout the project for the mutual benefit of the owners, including Best Management Practices (BMPs), on-site sanitary sewer, landscaping & irrigation, fire hydrants, private access drives, utilities, emergency access, and monument signage.
b. Provision requiring a "Declaration of Covenant and Restrictions for Storm Water Pollution Prevention and Maintenance" for the maintenance of the private drainage system, and any storm water pollution prevention facilities is required and shall include the following:
i. Storm Drain Facilities: The Owner(s) shall be responsible for operation and maintenance of the onsite storm drain, trench drains, inlet boxes, local area drains, drainage swales and water quality basins located on this property to ensure proper function and no adverse conditions are imposed on downstream properties; i.e. increased erosion, flooding, etc.
ii. Landscaping: Shall be inspected on the first of October and April of every year at a minimum. Healthy growth shall be maintained. Dead plants are to be replaced.
Irrigation systems shall operate properly.
c. A minimum of five open parking spaces shall be reserved for guest parking within the common area.
d. The garages for each dwelling unit shall be maintained for the off-street parking of two vehicles at all times, and shall not be used for storage. e. All interior and exterior common areas, parking areas, and landscape areas shall remain in place in perpetuity except as expressly authorized by the City.
11. Existing structures on the property shall be demolished prior to recordation of the final map. Prior to start of demolition, the applicant shall provide a plan and obtain demolition permits from the Community Development Department. A final inspection is required.
C. THE FOLLOWING CONDITIONS RELATED TO THE SITE DEVELOPMENT PLAN
MUST BE SATISFIED PRIOR TO THE ISSUANCE OF BUILDING AND GRADING PERMITS:
1. All-electric appliances and end uses (including heating, ventilation, air conditioning, and induction cooking) shall be required for project residential development. Residential units shall be prohibited from having wood-burning or natural gas fireplaces, stoves, or
Resolution No. 2025-XX May 13, 2025
appliances. Furthermore, the Applicant shall incorporate electric heat pumps or electric water heaters into the residential development.
D. THE FOLLOWING CONDITIONS MUST BE SATISFIED PRIOR TO THE ISSUANCE OF
THE FINAL OCCUPANCY PERMIT FOR THE FIRST DWELLING UNIT TO BE CONSTRUCTED:
1. Standard construction practices shall be employed to reduce fugitive dust emissions, including watering of the active sites two times per day, depending on weather conditions.
Construction of project components shall be subject to SDAPCD Rule 55 – Fugitive Dust Control. Compliance with Rule 55 would limit fugitive dust that may be generated during grading and construction activities.
Resolution No. 2025-XX May 13, 2025
Exhibit B
Notice of Decision NOD-2024-07
Project No. 2023-2348 – Site Development Plan
Conditions of Approval
A. GENERAL CONDITIONS
1. The project is conditionally approved as set forth on the application, project drawings, and plat received electronically by the City, consisting of 58 sheets received on November 12, 2024 titled P-1 Project Information, P-2 Conceptual Site Plan, P-3 Conceptual Illustrative Plan, A-1 801A Building Composite (8-Plex) First Floor Plan, A-2 801A Building Composite (8-Plex) Second Floor Plan, A-3 801A Building Composite (8-Plex) Third Floor Plan, A-4 801A Building Composite (8-Plex) Roof Plan, A-5 801A Building Composite (8-Plex) Sections, A-6 801A Building Composite (8-Plex) “A” Spanish Elevations, A-7 801A Building Composite (8-Plex) “A” Spanish Enhanced Elevations, A-8 802A/803A Building Composite (8-Plex) First Floor Plan, A-9 802A/803A Building Composite (8-Plex) Second Floor Plan, A-10 802A/803A Building Composite (8-Plex) Third Floor Plan, A-11 802A/803A Building Composite (8-Plex) Roof Plan, A-2 802A/803A Building Composite (8-Plex) Sections, A-13 802A Building Composite (8-Plex) “A” Spanish Elevations, A-14 803A Building Composite (8-Plex) “A” Spanish Elevations, A-15 803A Building Composite (8-Plex) “A” Spanish Enhanced Elevations, A-16 901A Building Composite (9-Plex) First Floor Plan, A-17 901A Building Composite (9-Plex) Second Floor Plan, A-18 901A Building Composite (9-Plex) Third Floor Plan, A-19 901A Building Composite (9-Plex) Roof Plan, A-20 901A Building Composite (9-Plex) “A” Spanish Elevations, A-21 901A Building Composite (9-Plex) “A” Spanish Elevations, A-22 Unit 2532.1 2 Bedroom, 2.5 Bath Floor Plan, A-23 Unit 2532X.1 2 Bedroom, 2.5 Bath Floor Plan, A-24 Unit 1633.1 3 Bedroom, 3 Bath Floor Plan, A-25 Unit 1633X.2 3 Bedroom, 3 Bath, A-26 Unit 1638.1 4 Bedroom, 4 Bath, A-27 Unit 1638X.1 4 Bedroom, 4 Bath, A-28 Site Sections, A-29 Site Sections, A-30 Written Color Schemes, A-31 Color Boards – Spanish, Sheet 1 of 11 Site Development Plan, Sheet 2 of 11 Site Development Plan – Street Sections/Site Details, Sheet 3 of 11 Site Development Plan – Site Details/Driveway Details, Sheet 4 of 11 Site Development Plan – Existing Conditions, Sheet 5 of 11 Site Development Plan – Grading Plan, Sheet 6 of 11 Site Development Plan – Open Space, Sheet 7 of 11 Site Development Plan – Accessible Route, Sheet 8 of 11 Site Development Plan – Eave Setback Dimensions, Sheet 9 of 11 Site Development Plan – Wall Sections, Sheet 10 of 11 Site Development Plan – Wall Sections, Sheet 11 of 11 Site Development Plan – Boundaries and Encumbrances, Sheet 1 of 9 Landscape Concept Illustrative Plan, Sheet 2 of 9 Landscape Concept Planting Plan, Sheet 3 of 9 Landscape Concept Enlargements, Sheet 4 of 9 Landscape Concept Enlargements, Sheet 5 of 9 Landscape Concept Irrigation Plan, Sheet 6 of 9 Landscape Concept Irrigation Details, Sheet 7 of 9 Landscape Concept Fence & Wall Plan, Sheet 8 of 9 Landscape Concept Lighting Plan, Sheet 9 of 9 Landscape Concept Existing Trees, Sheet 1 of 1 Fire Truck Turning Exhibit, Sheet 1 of 3 Trash Exhibit – Trash Truck Turning, Sheet 2 of 3 Trash Exhibit – Bins Plotting Layout, Sheet 3 of 3 Trash Exhibit – Bin Storage Detail; and an Affordable Homes Bonus Report received on March 27, 2025, and shall not be altered without express authorization by the Community Development Department.
2. This constitutes an approval of the discretionary entitlement only. Additional permits, including but not limited to building and grading permits, may be required by the Community Development Department or other City departments prior to commencement
Resolution No. 2025-XX May 13, 2025
of construction and/or use. It is the property owner and applicant’s responsibility to obtain all necessary permits required for the type of project proposed.
3. All interior and exterior common areas, parking areas, and landscape areas shall remain in place in perpetuity except as expressly authorized by the City.
4. This approval shall not waive compliance with any section of the La Mesa Municipal Code and all other applicable City regulations in effect at the time of Building Permit issuance unless specifically waived herein.
5. The Owner(s) shall waive any claims of liability against the City and indemnify, hold harmless and defend the City and City's employees regarding any component of the City’s approval, and shall execute an indemnity agreement in substantially the form as provided by the Community Development Department prior to building permit issuance, initiating use in reliance of this permit, and the Community Development Director is hereby authorized to execute the same.
6. The applicant is responsible for coordinating civil, landscape, and architectural plans and supplemental materials at building permit submittal to ensure that all project plans and materials are internally consistent and consistent with each other. Inconsistent construction documents will not be accepted.
7. Prior to any use or issuance of final occupancy of the project site pursuant to this approval, all conditions of approval contained herein shall be completed or secured to the satisfaction of the Community Development Department.
8. The applicant shall enter into an affordable housing agreement with the City to guarantee the affordability of eight affordable units to moderate income (80% – 120% Area Median Income), and to ensure that a for-sale unit qualifies under Government Code Section 65915 as follows:
a. The unit is initially sold to and occupied by a person or family of very low, low, or moderate income, as required, and it is offered at an affordable housing cost, as that cost is defined in Section 50052.5 of the Health and Safety Code and is subject to an equity sharing agreement.
b. If the unit is not purchased by an income-qualified person or family within 180 days after the issuance of the certificate of occupancy, the unit may be purchased by a qualified nonprofit housing corporation that meets all of the following requirements pursuant to a recorded contract that satisfies all of the requirements specified in paragraph (10) of subdivision (a) of Section 402.1 of the Revenue and Taxation Code:
i. The nonprofit corporation has a determination letter from the Internal Revenue Service affirming its tax-exempt status pursuant to Section 501(c)(3) of the Internal Revenue Code and is not a private foundation, as that term is defined in Section 509 of the Internal Revenue Code.
ii. The nonprofit corporation is based in California.
iii. All of the board members of the nonprofit corporation have their primary residence in California.
Resolution No. 2025-XX May 13, 2025
iv. The primary activity of the nonprofit corporation is the development and preservation of affordable home ownership housing in California that incorporates within their contracts for initial purchase a repurchase option that requires a subsequent purchaser of the property that desires to resell or convey the property to offer the qualified nonprofit corporation the right to repurchase the property prior to selling or conveying that property to any other purchaser pursuant to an equity sharing agreement or affordability restrictions on the sale and conveyance of the property that ensure that the property will be preserved for lower-income housing for at least 45 years for owner-occupied housing units and will be sold or resold only to persons or families of very low, low, or moderate income, as defined in Section 50052.5 of the Health and Safety Code.
9. The affordable housing agreement shall identify the type, size, and location of the affordable units and shall specify phasing of the affordable units in relation to the marketrate units. The executed affordable housing agreement shall be recorded prior to the issuance of building permits and shall include the following provisions that are required to be implemented at project construction:
a. Building permits shall not be issued for more than 50% of the market rate units until permits are issued for the affordable units.
b. Affordable units shall be comparable in exterior appearance and overall quality of construction to market-rate units in the same development. Interior finishes and amenities may differ from those provided in the market rate units, but neither the workmanship nor products may be of substandard or inferior quality as determined by the City.
c. The number of bedrooms of the affordable units shall at least equal the minimum number of bedrooms of the market rate units.
B. THE FOLLOWING CONDITIONS RELATED TO THE SITE DEVELOPMENT PLAN
MUST BE SATISFIED PRIOR TO THE ISSUANCE OF BUILDING AND GRADING PERMITS:
Building
1. Plans must be complete and stamped by a licensed professional/s.
2. All permits (Grading, Landscape, etc.) for this development project shall be submitted and issued concurrently.
3. The project must comply with the applicable adopted Building codes at the time of building permit submittal. Chapter 11A of the California Building Code for Housing Accessibility will apply.
4. The project must comply with the City’s Construction and Demolition Ordinance regulating recycling of construction materials.
Resolution No. 2025-XX May 13, 2025
Engineering
5. Public improvement and grading plans shall be complete and stamped by a licensed professional engineer.
6. All engineering permits (encroachment, grading, et cetera) for this development project shall be submitted concurrently.
7. The project shall comply with the applicable adopted City of La Mesa engineering standards and policies and San Diego County Regional Standard Drawings.
8. The project shall comply with the City’s stormwater quality and erosion control requirements.
9. A tentative map shall be submitted and prepared in accordance with the Subdivision Map Act.
10. A hydrology report prepared by a registered Civil Engineer shall be furnished to establish the adequacy of the drainage system and the base flood elevation of the 100-year storm. a. Hydrologic and Hydraulic analyses shall be based on the County of San Diego Hydrology and Drainage Design Manuals, most current editions. b. Report must clearly address pre-development and post development offsite discharge, and erosion potential. Any post-development increases in offsite discharge, and erosion potential must be minimized, justified and mitigated to the satisfaction of the City Engineer.
11. The applicant shall comply with Storm Water Pollution Control Ordinance (City of La Mesa Municipal Code Chapter 7.18) and (if applicable) the State's current General NPDES Storm Water Permit for Construction. If required, the applicant shall show evidence that a Notice of Intent (NOI) has been applied for and fees paid to the State Water Resources Control board prior to issuance of permit. A Water Quality Technical Report (WQTR) shall accompany submittal, if required.
12. Each storm water treatment (BMP) and flow mitigation component requiring maintenance shall be perpetually maintained by the property owner and located on private property. A recorded maintenance agreement pursuant to 7.18 of the La Mesa Municipal Code is required. Compliance requires each (BMP) component requiring maintenance shall be certified annually.
13. Storm drain infrastructure exclusively serving the property shall be noted as to be maintained by building owner and/or home owners association, if applicable.
14. Design of catch basin drainage infrastructure within the public right of way shall be determined during the design phase. Any catch basins/drainage inlets in the public right of way shall be designed per regional standards and shall be maintained by City of La Mesa.
Resolution No. 2025-XX May 13, 2025
15. If the finished floor elevation of the proposed buildings are less than 2 feet above the elevation of the closest upstream manhole cover of the public sewer, a sewer backflow preventer shall be installed on the sewer lateral of the applicable building.
Fire
16. Building Plans shall comply with currently adopted California Fire Code and all approved city ordinances.
17. Deferred submittals are required for Fire Alarm System, Fire Sprinkler System, Underground Fire Service, and Emergency Responder Radio Communications System (if required pending testing results in accordance with 2022 CFC Sec. 510).
18. All Fire Dept. access roadway corner radii shall be 28’ or greater. All portions of Fire Dept. access roadways shall be a minimum of 26ft. wide with a cross-slope of 5% or less and a slope of 10% (up to 20% with specific Fire Code Official approval), as well as vertical clearance of 13’6. Please provide a fully detailed and dimensioned site plan including fire hydrant spacing dimensions.
19. No speed bumps or other traffic calming devices are permitted in or on fire dept. access roadways, please clarify that none will be present.
20. All fire apparatus access roadways must be maintained unobstructed and drivable by fire apparatus throughout the construction process. Fire Department access and water supply shall be installed as directed and shall be inspected and approved prior to delivery of combustible material to the site. Access roadways shall be paved (base layer at minimum) and be capable of sustaining an imposed load of 75,000 pounds, including during adverse weather conditions.
21. Please provide Fire Flow dated within 365 days of formal Building Permit submittal.
22. Fire lane designation shall be clearly identified at building and/or grading plan submittal.
23. A construction phasing plan is required at Building Permit submittal. Occupancy phasing is separate from construction phasing and requires an approved occupancy phasing plan.
Planning
24. The applicant shall submit for review and approval a construction phasing plan, for review and approval by the Community Development Director, for the proposed development and related temporary improvements such as street trees and street improvements, temporary parking lot areas, fencing, signs, and sales offices/trailers.
25. The applicant shall submit landscape and irrigation plans with application fee or deposit prepared by a registered landscape architect in accordance with City standards and the State of California Model Water Efficient Landscape Ordinance, for review and approval prior to issuance of building permits.
26. The project shall provide for organic waste recycling services in accordance with State law (see PRC 42649.81(a)(2). Adequate area(s) for organic waste storage and recycling pickup shall be shown on the project plans.
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27. The applicant shall provide a letter from the US Postal Service approving the mailbox location. The letter shall state whether or not dedicated parking for mail delivery will be required. Guest parking shall not be reduced to meet a Postal Service parking requirement.
28. The applicant shall prepare and submit plans in conformance with the approved exhibits and conditions of approval for Project No. 2023-2348, approved by City Council. A note shall be placed on the building plans stating that prior to final inspection sign off and release of electrical service, the site and buildings shall be inspected for substantial conformance to the approved exhibits and conditions. The exact materials and colors of all proposed structures shall be prominently noted on all plans and exhibits.
29. The maximum height of all buildings shall be no more than 30 feet, measured from the average point of the finished grade to the top plate.
30. All trees, shrubs, lawns and other planting shall be maintained, including regular irrigation, pruning of trees, trimming of shrubs and cutting of lawns. A note to this effect shall be added to the building plans.
C. THE FOLLOWING CONDITIONS MUST BE SATISFIED PRIOR TO THE ISSUANCE OF
THE FINAL OCCUPANCY PERMIT FOR THE FIRST DWELLING UNIT TO BE CONSTRUCTED:
Building
1. The applicant shall obtain finals from all departments for all issued permits: Building, Fire, Housing, Planning, and Engineering prior to the issuance of a certificate of occupancy.
Engineering
2. All engineering bonds shall be secured and fees paid prior to issuance of engineering permits.
Fire
3. If any gate or barrier across a fire access roadway is to be installed (whether manual or automatic) it must meet the Heartland Fire & Rescue requirements and have specific plans and permits approved prior to installation. Gates serving multi-family structures must be automatic and meet UL 325 and ASTM F 2200 standards. Knox brand key-operated electric key switch keyed to Heartland Fire & rescue specification are required. The Knox switch shall override all gate functions and open the gate. Opticom device is required for all electronic vehicle gates.
4. Prior to Fire Department Clearance for occupancy all fire and life safety systems shall be inspected, tested, and approved.
5. Permanent building three-dimensional street numbers, minimum 8 inches in height with a ½ inch stroke, shall be provided on the addressed side of the building at the highest point and furthest projection of the structure. The address shall be visible form the street and shall not be obstructed in any manner.