HomeMy WebLinkAboutPIP 05-25x1A; HCP Bressi Ranch PA 2; Planned Industrial Permit (PIP) (6)-
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BRESS/ RANCH PlANNING AREA 2
DRAINAGE STUDY
TABLE OF CONTENTS
Odober 2011
1 . INTRODUCTION ..................................................................................................................... 2
1.1 Project Description ....................................................................................................................... 2
1 .2 Existing Conditions ...................................................................................................................... 2
1.3 Proposed Conditions ................................................................................................................... 2
2. METHODOLOGY ..................................................................................................................... 4
2.1 Rational Method .......................................................................................................................... 4
2.2 Runoff Coefficient ........................................................................................................................ 6
2.3 Rainfalllntensity ........................................................................................................................... 6
2.4 Tributary Areas ............................................................................................................................ 7
3. CALCULATIONS/RESULTS .......................................................................................................... 7
3.1 Pre & Post Development Peak Flow Comparison ............................................................................ 7
3.2 Storm Water Quality .................................................................................................................... 8
3.3 Hydromodification ....................................................................................................................... 8
4. CONCLUSION ........................................................................................................................ 9
Appendix 1 .................................................................. Pre-Development Map
Appendix 2 ................................................................. Post Development Map
Appendix 3 .................................................................................... Hydrology
Appendix 4 .............................. AES Rational Method & Pipe Flow Calculations
Appendix 5 .................................... Treatment Control BMP Sizing Calculations
BRESS/ RANCH PLANNING AREA 2
DRAINAGE STUDY
1. INTRODUCTION
1 . 1 Project Description
October 201 1
This 23.09± acre project site consists of eight (8) existing, mass-graded, undeveloped lots which will be
graded to accommodate the construction of eight (8) new two-story buildings with a parking structure,
associated on-grade parking and site improvements.
The project site is bordered on the north by Gateway Road, to the east by Alicante Road, to the south
by Town Garden Road and west by El Camino Real. The immediate surrounding area is comprised
primarily of industrial and commercial uses as well as some single family residential as planned for in the
Bressi Ranch area. Interstate 5 is approximately 3.5 miles to the west of the project site along Palomar
Airport Road. The project site is currently located in the zone designated as P-M, planned industrial.
1 .2 Existing Conditions
The site currently does not have any storm drain infrastructure installed on-site, but public storm drain
infrastructure is located in the adjacent public rights-of-way along Town Garden Road and Alicante
Road. Storm drain laterals have been installed during the previous mass-grading operation to serve
the temporary desilting basins located on site. These storm drain laterals will be used for the new
private storm drain systems associated with the project's development.
Presently, the site sheet flows to temporary desilting basins located on each lot. The site generally
drains to the south and to the east toward the public storm drain infrastructure located in Town
"'-Garden Road and Alicante Road. Runoff from the project site enters the public storm drain system
through the existing storm drain laterals, and flows to two storm drain outfalls south of the project in
an unnamed canyon.
The westerly outfall discharges through a concrete energy dissipater and over a rip rap apron. The
easterly outfall discharges into a detention basin and flow continues to the south after existing the
detention basin through a concrete energy dissipater and rip rap apron. The two flows confluence
after this point and continue to flow to the south in swales through the future Alga Norte Community
Park site. The runoff then crosses under Poinsettia Lane, flows across the La Costa Resort golf course,
crosses under Alga Road, continues to flow through the La Costa Resort golf course and enters San
Marcos Creek near the intersection of El Camino Real and La Costa Avenue. Near this intersection,
San Marcos Creek drains to the west and discharges into Batiquitos Lagoon and ultimately the Pacific
Ocean.
1 .3 Proposed Conditions
The overall site primarily drains north to south, as in the existing condition, and will not significantly
alter drainage patterns on-site or discharge points. The project's layout and grading design divided
the site into seven (7) major drainage basins. These basins will have independent, private drainage
systems which will tie into the existing public storm drain system surrounding the project site in
Gateway Road, Alicante Road and Town Garden Road. The systems will utilize the storm drain
laterals which were installed under drawings 400-8C and 421-3.
2
BRESS/ RANCH PLANNING AREA 2
DRAINAGE STUDY
October 20 II
The majority of the project's drainage areas surface drain to flow-through planters which provide storm
water quality treatment and hydromodification management as well as safely convey runoff from the 1 00
year rainfall event to the numerous catch basins located on the site. Several of the project's drainage areas
were unable to have flow-through planters integrated into the drainage area due to the numeric sizing
criteria and site plan constraints. In these select areas, permeable paver systems are located in vehicular
parking areas and are design with a sand filter at the bottom of the permeable paver section, an underdrain
with orifice plate and curb inlet or catch basin for water quality treatment, hydromodification flow control
and 1 00 year runoff capture, respectively.
The proposed project is anticipated to be constructed in phases. Each phase will be constructed with
each drainage area's respective treatment and hydromodification BMP so water quality,
hydromodification management and 1 00 year storm water conveyance is achieved in each phase.
Please see Planned Industrial Permit Amendment 05-24(A) for proposed phase lines.
A detailed description of the drainage patterns and flows on site are discussed in the report titled
Drainage Study for Bressi Ranch Planning Area 2 prepared by Fuscoe Engineering, dated October,
2011. Additional information on the downstream storm drain system and detention facility is
contained in the Drainage Report for Bressi Ranch Mass Grading & Backbone Improvements by
Project Design Consultants, dated February, 2003 and Addendum to Drainage Report for Bressi
Ranch Mass Grading by Project Design Consultants, dated October, 2004 on file with the City of
Carlsbad under CT 00-06, DWG 400-BA, 400-BC and 400-8D.
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BRESS/ RANCH PlANNING AREA 2
DRAINAGE STUDY
October 2011
2. METHODOLOGY
The existing backbone storm drain system was designed and constructed based on the 1985 County
of San Diego Hydrology Manual as described in the reports listed below:
• Drainage Report for Bressi Ranch Mass Grading & Backbone Improvements by Project Design
Consultants, dated February, 2003
• Addendum to Drainage Report for Bressi Ranch Mass Grading by Project Design Consultants,
dated October, 2004 on file with the City of Carlsbad under CT 00-06, DWG 400-8A, 400-
8C and 400-8D.
These reports laid the framework for the ultimate conditions of Bressi Ranch Planning Area 2 being
fully built out with a C factor of 0.95.
Due to the changes in calculating hydrology in the 2003 County of San Diego Hydrology manual, we
found that by using the 2003 method, the results would indicate that some of the existing storm drains
would be under capacity, even though the C factor was being reduced from 0.95 to 0.85. It was
determined that the proper comparison of the original "Ultimate Conditions" and the current
"Proposed Conditions" would be to use the same method as was originally used in the Project Design
Consultants report, thus the 1985 Hydrology Manual and Method was used.
The AES-20 1 0 computer program was used to calculate the peak runoff from the 1 00-year, 6 hour
storm event using the rational method as described in the 1985 County Hydrology Manual. Please
refer to this report's Appendix for the results of these calculations.
2.1 Rational Method
As mentioned above, runoff on the project site was calculated for the 1 00-year storm event. Runoff
was calculated using the Rational Method which is given by the following equation:
Q = CxlxA
Where:
Q = Flow rate in cubic feet per second (cis)
C = Runoff coefficient
I = Rainfall Intensity in inches per hour (in/hr)
A== Drainage basin area in acres, (ac)
Rational Method calculations were performed using the AES-201 0 computer program. To perform
the hydrology routing, the total watershed area is divided into sub-areas which discharge at
designated nodes. The procedure for the sub-area summation model is as follows:
(1) Subdivide the watershed into an initial sub-area (generally 1 lot) and subsequent sub-
areas, which are generally less than 10 acres in size. Assign upstream and downstream
node numbers to each sub-area.
(2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity
estimation. The minimum Tc considered is 5.0 minutes.
4
BRESS/ RANCH PlANNING AREA 2
DRAINAGE STUDY
2.2 Runoff Coefficient
Odober2011
The runoff coefficient for the project was selected using Table 3-l from the San Diego County
Hydrology Manual (June, 2003). The project is underlain by type D soil and the proposed land use is
office professional/commercial. Therefore, the selected runoff coefficient for the project site was C =
0.85.
2.3 Rainfall Intensity
Rainfall intensity was determined by AES using the 1985 San Diego County Hydrology Manual and
Method.
6
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BRESS/ RANCH PLANNING AREA 2
DRAINAGE STUDY
2.4 Tributary Areas
October 2011
Drainage basins are delineated on the enclosed Post Development Drainage Exhibit and graphically
portray the tributary area for each drainage basin.
3. CALCULATIONS/RESULTS
3.1 Pre & Post Development Peak Flow Comparison
Below are a series of tables which summarize the calculations provided in the Appendix of this report.
EXISTING DRAINAGE FLOWS
CONDITION STORM DRAIN OUTFALL Q1oo (CFS)
Existing 30-inch RCP at Sta. 8+ 1 0± Town Garden Road 41.4
Existing 24-inch RCP at Sta. 13+30± Town Garden Road 37.6
Existing 30-inch RCP at Sta. 18+50± Town Garden Road 24.5
Ultimate Planned Condition Total 103.5
Table 1. Existing Condition Peak Drainage Flow Rates
Table 1 above lists the projected, ultimate peak flow rates for the project site planned for under
Drainage Report for Bressi Ranch Moss Grading & Backbone Improvements by Project Design
Consultants, dated February, 2003 and Addendum to Drainage Report for Bressi Ranch Moss Grading
by Project Design Consultants, dated October, 2004 on file with the City of Carlsbad under CT 00-
06, DWG 400-BA, 400-BC and 400-BD.
PROPOSED DRAINAGE FLOWS
BASIN DRAINAGE AREA (ACRES) Q100 (CFS)
1 4.2 20.5
2 6.0 23.6
3 4.6 23.9
4 3.4 16.6
5 1.4 7.6
6 0.6 3.5
7 0.2 1.4
Proposed Total Flow Rate 97.1
Table 2. Proposed Condition Peak Drainage Flow Rates
The table above lists the peak flow rates for the project site for the proposed condition for the 1 00
year rainfall event.
7
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BRESS/ RANCH PLANNING AREA 2
DRAINAGE STUDY
PEAK DRAINAGE FLOW COMPARISON
RAINFALL EVENT PLANNED, ULTIMATE CONDITION PROPOSED
CONDITION
Q1oo (CFS) 103.5 97.1
Table 3. Proposed Condition Peak Drainage Flow Rates
Odober 2011
COMPARISION
Less than existing
Table 3 shows the comparison between the peak flow rates for the proposed project and the ultimate,
cumulative flow rate for the project site for the proposed condition for the 1 00 year rainfall event.
As shown in Table 3 above, the project does not increase the peak runoff rate for the 100 year rainfall
event. This cumulative peak flow rate was reduced when compared to the projected ultimate
condition because the proposed project's runoff coefficient used in the project's calculations was 0.85
when compared to the assumed 0.95 in the original calculations by Project Design Consultants.
3.2 Storm Water Quality
The project's runoff will be treated for storm water quality through the use of flow through planter
areas and permeable paver systems as well as several areas of self-treating landscaped areas. The
calculations for sizing of the flow through planter areas, permeable paver systems, both flow based
BMPs, are included in this report in Appendix 5. A more detailed discussion of the project's storm
water quality BMPs can be found in the project's Storm Water Management Plan titled Storm Water
Management Plan for Bressi Ranch Planning Area 2 by Fuscoe Engineering, dated October, 2011
under separate cover.
3.3 Hydromodification
The project's runoff will have hydromodification attenuation provided by flow through planter areas
and permeable paver systems as well as several areas of underground vaults. The calculations for
sizing of these facilities for hydromodification and a more detailed discussion of the project's storm
water quality BMPs can be found in the project's Hydromodification Report titled Hydromodification
Management Report for Bressi Ranch Planning Area 2 by Fuscoe Engineering, dated October, 2011
under separate cover.
8
BRESS/ RANCH PlANNING AREA 2
DRAINAGE STUDY
4. CONCLUSION
October 2011
As the flow rates demonstrate in Table 3 in Section 3, the proposed project has a lower runoff
coefficient when compared to the assumed runoff coefficient in Project Design Consultant's original
calculations. This lower C value yields a lower peak flow rate for the design storm analyzed than what
was originally assumed in the original planning of the storm drain infrastructure provided to and
surrounding the site. Therefore, proposed project is not anticipated to negatively affect any
downstream facilities since the overall 100 year cumulative flow rate decreased when compared to the
assumed, ultimate build-out condition. In addition, this drainage study has also demonstrated that the
proposed project runoff will be treated for storm water quality through the use of flow-through planters
and permeable pavers.
9
' Appendix 1 -
1985BR1. TXT
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) copyright 1982-2010 Advanced Engineering software (aes)
ver. 17.0 Release Date: 07/01/2010 License ID 1355
Analysis prepared by:
Fuscoe Engineering
6390 Greenwich Dr.
suite 170
san Diego, CA 92122
************************** DESCRIPTION OF STUDY **************************
* BRESS! RANCH PLANNING AREA 2 *
* PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL * * 10/14/11 *
**************************************************************************
FILE NAME: 1985BR1.DAT
TIME/DATE OF STUDY: 16:19 10/17/2011
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
*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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 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 198.00 TO NODE 196.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================
*USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00
UPSTREAM ELEVATION(FEET) = 294.50
DOWNSTREAM ELEVATION(FEET) = 293.90
ELEVATION DIFFERENCE(FEET) = 0.60
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.486
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
Page 1
1985BR1. TXT
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.33
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) 0.33
****************************************************************************
FLOW PROCESS FROM NODE 196.00 TO NODE 194.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
===================================================================:======== ELEVATION DATA: UPSTREAM(FEET) = 293.90 DOWNSTREAM(FEET) = 293.30
CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.0100
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.33
FLOW VELOCITY(FEET/SEC) = 1.50 (PER LACFCD/RCFG&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 6.67
LONGEST FLOWPATH FROM NODE 198.00 TO NODE 194.00 = 120.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 196.00 TO NODE 198.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.128
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.30
TOTAL AREA(ACRES) = 0.4
TC(MIN.) = 6.67
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 1. 56
1.90
****************************************************************************
FLOW PROCESS FROM NODE 194.00 TO NODE 188.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 288.30 DOWNSTREAM(FEET) 283.75
FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.68
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.90
PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 7.33
LONGEST FLOWPATH FROM NODE 198.00 TO NODE 188.00 = 345.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 188.00 TO NODE 188.00 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.) = 7.33
RAINFALL INTENSITY(INCH/HR) = 5.77
TOTAL STREAM AREA(ACRES) = 0.36
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.90
****************************************************************************
FLOW PROCESS FROM NODE 192.00 TO NODE 190.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ Page 2
1985BR1.TXT
~:USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 291.50
DOWNSTREAM ELEVATION(FEET) = 290.00
ELEVATION DIFFERENCE(FEET) = 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.206
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) 0.22
****************************************************************************
FLOW PROCESS FROM NODE 190.00 TO NODE 188.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 290.00 DOWNSTREAM(FEET) = 288.75
CHANNEL LENGTH THRU SUBAREA(FEET) = 50.00 CHANNEL SLOPE = 0.0250
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.22
FLOW VELOCITY(FEET/SEC) = 2.37 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 6.35
LONGEST FLOWPATH FROM NODE 192.00 TO NODE 188.00 = 100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 190.00 TO NODE 188.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.322
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) = 0.29
TOTAL AREA(ACRES) = 0.3
TC(MIN.) = 6.35
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
1. 56
1. 78
****************************************************************************
FLOW PROCESS FROM NODE 188.00 TO NODE 188.00 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.) = 6.35
RAINFALL INTENSITY(INCH/HR) = 6.32
TOTAL STREAM AREA(ACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.78
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 1.90
2 1. 78
Tc
(MIN.)
7.33
6.35
INTENSITY
(INCH/HOUR)
5.766
6.322
AREA
(ACRE)
0.36
0.33
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
Page 3
** PEAK STREAM
NUMBER
1
2
FLOW RATE TABLE **
RUNOFF Tc
(CFS) (MIN.)
3.51 6.35
3.52 7.33
1985BR1.TXT
INTENSITY
(INCH/HOUR)
6.322
5.766
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.52 Tc(MIN.) =
TOTAL AREA(ACRES) = 0.7
LONGEST FLOWPATH FROM NODE 198.00 TO NODE
7.33
188.00 345.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 188.00 TO NODE 182.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 283.75 DOWNSTREAM(FEET) = 282.55
FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.16
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.52
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 7.71
LONGEST FLOWPATH FROM NODE 198.00 TO NODE 182.00 = 465.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 182.00 TO NODE 182.00 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.) = 7.71
RAINFALL INTENSITY(INCH/HR) = 5.58
TOTAL STREAM AREA(ACRES) = 0.69
PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.52
****************************************************************************
FLOW PROCESS FROM NODE 186.00 TO NODE 184.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00
UPSTREAM ELEVATION(FEET) = 294.10
DOWNSTREAM ELEVATION(FEET) = 293.25
ELEVATION DIFFERENCE(FEET) = 0.85
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.104
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.56
****************************************************************************
FLOW PROCESS FROM NODE 184.00 TO NODE 182.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ Page 4
1985BR1.TXT
ELEVATION DATA: UPSTREAM(FEET) = 293.25 DOWNSTREAM(FEET) 289.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 95.00 CHANNEL SLOPE 0.0395 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.56
FLOW VELOCITY(FEET/SEC) = 2.98 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 6.53
LONGEST FLOWPATH FROM NODE 186.00 TO NODE 182.00 = 155.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 184.00 TO NODE 182.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============~=============================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.210
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) = 0.28
TOTAL AREA(ACRES) = 0.4
TC(MIN.) = 6.53
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 1.48
2.04
****************************************************************************
FLOW PROCESS FROM NODE 182.00 TO NODE 182.00 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.) = 6.53
RAINFALL INTENSITY(INCH/HR) = 6.21
TOTAL STREAM AREA(ACRES) = 0.38
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.04
'~'~ CONFLUENCE DATA ;,~
STREAM RUNOFF
NUMBER (CFS)
1 3. 52
2 2.04
TC
(MIN.)
7.71
6.53
INTENSITY
(INCH/HOUR)
5.577
6. 210
AREA
(ACRE)
0.69
0. 38
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE TABLE **
RUNOFF Tc
(CFS) (MIN.)
5.20 6.53
5.35 7.71
INTENSITY
(INCH/HOUR) 6.210
5. 577
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 5.35 Tc(MIN.) =
TOTAL AREA(ACRES) = 1.1
LONGEST FLOWPATH FROM NODE 198.00 TO NODE
7.71
182.00 465.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 182.00 TO NODE 160.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============~===============================================================
ELEVATION DATA: UPSTREAM(FEET) = 282.55 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) 165.00 MANNING'S N = 0.013
279.63
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES
Page 5
1985BR1.TXT
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.09
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.35
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 8.10
LONGEST FLOWPATH FROM NODE 198.00 TO NODE 160.00 = 630.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 162.00 TO NODE 160.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.403
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 0.38
TOTAL AREA(ACRES) = 1.4
TC(MIN.) = 8.10
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 1. 75
7.10
****************************************************************************
FLOW PROCESS FROM NODE 160.00 TO NODE 158.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 279.63 DOWNSTREAM(FEET) 275.02
FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.02
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.10
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.14
LONGEST FLOWPATH FROM NODE 198.00 TO NODE 158.00 = 666.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 174.00 TO NODE 172.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
UPSTREAM ELEVATION(FEET) = 296.00
DOWNSTREAM ELEVATION(FEET) = 294.50
ELEVATION DIFFERENCE(FEET) = 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.920
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.95
TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.95
****************************************************************************
FLOW PROCESS FROM NODE 172.00 TO NODE 170.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
Page 6
1985BR1. TXT
==========~=================================================================
ELEVATION DATA: UPSTREAM(FEET) = 294.50 DOWNSTREAM(FEET) = 292.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 165.00 CHANNEL SLOPE= 0.0152
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.95
FLOW VELOCITY(FEET/SEC) = 1.85 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 7.49
LONGEST FLOWPATH FROM NODE 174.00 TO NODE 170.00 = 235.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 172.00 TO NODE 170.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
==========~================================================================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.685
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) = 1.14
TOTAL AREA(ACRES) = 1.3
TC(MIN.) = 7.49
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
5.51
6.46
****************************************************************************
FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 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.) = 7.49
RAINFALL INTENSITY(INCH/HR) = 5.68
TOTAL STREAM AREA(ACRES) = 1.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.46
****************************************************************************
FLOW PROCESS FROM NODE 178.00 TO NODE 177.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
==========~================================================================= *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00
UPSTREAM ELEVATION(FEET) = 294.50
DOWNSTREAM ELEVATION(FEET) = 293.90
ELEVATION DIFFERENCE(FEET) = 0.60
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.486
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.33
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) 0.33
****************************************************************************
FLOW PROCESS FROM NODE 177.00 TO NODE 176.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
==========~================================================================= ELEVATION DATA: UPSTREAM(FEET) = 293.90 DOWNSTREAM(FEET) = 293.30
CHANNEL LENGTH THRU SUBAREA(FEET) = 35.00 CHANNEL SLOPE= 0.0171
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.33
FLOW VELOCITY(FEET/SEC) = 1.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
Page 7
1985BR1.TXT
TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 6.30
LONGEST FLOWPATH FROM NODE 178.00 TO NODE 176.00 = 95.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 177.00 TO NODE 176.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
=========================-================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.358
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.23
TOTAL AREA(ACRES) = 0.3
TC(MIN.) = 6.30
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
1.24
1.58
****************************************************************************
FLOW PROCESS FROM NODE 176.00 TO NODE 170.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 288.30 DOWNSTREAM(FEET) 287.00
FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.16
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.58
PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 6.84
LONGEST FLOWPATH FROM NODE 178.00 TO NODE 170.00 = 230.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.84
RAINFALL INTENSITY(INCH/HR) = 6.03
TOTAL STREAM AREA(ACRES) = 0.29
PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.58
** CONFLUENCE DATA of:"l't
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.46 7.49 5.685 1.31
2 1. 58 6.84 6.029 0.29
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
'f:* PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 7.67 6.84 6.029
2 7.94 7.49 5.685
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 7.94 Tc(MIN.) = 7.49
TOTAL AREA(ACRES) = 1.6
LONGEST FLOWPATH FROM NODE 174.00 TO NODE 170.00 = 235.00 FEET.
Page 8
1985BR1. TXT
,_ ****************************************************************************
FLOW PROCESS FROM NODE 170.00 TO NODE 164.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
==========~================================================================= ELEVATION DATA: UPSTREAM(FEET) = 287.00 DOWNSTREAM(FEET) 286.30
FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.26
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 7.94
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 7.68
LONGEST FLOWPATH FROM NODE 174.00 TO NODE 164.00 = 305.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 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.) = 7.68
RAINFALL INTENSITY(INCH/HR) = 5.60
TOTAL STREAM AREA(ACRES) = 1.60
PEAK FLOW RATE(CFS) AT CONFLUENCE= 7.94
****************************************************************************
FLOW PROCESS FROM NODE 168.00 TO NODE 166.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
==========~================================================================= *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00
UPSTREAM ELEVATION(FEET) = 296.00
DOWNSTREAM ELEVATION(FEET) = 295.00
ELEVATION DIFFERENCE(FEET) = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.940
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.56
****************************************************************************
FLOW PROCESS FROM NODE 166.00 TO NODE 164.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
==========~================================================================= ELEVATION DATA: UPSTREAM(FEET) = 295.00 DOWNSTREAM(FEET) = 293.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 155.00 CHANNEL SLOPE= 0.0097
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.56
FLOW VELOCITY(FEET/SEC) = 1.48 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 7.75
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 164.00 = 215.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 166.00 TO NODE 164.00 IS CODE = 81
Page 9
1985BR1.TXT
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.560
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.44
TOTAL AREA(ACRES) = 0.5
TC(MIN.) = 7.75
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 2.08
2.64
****************************************************************************
FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.75
RAINFALL INTENSITY(INCH/HR) = 5.56
TOTAL STREAM AREA(ACRES) = 0.54
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.64
** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 7.94 7.68 5.595
2 2.64 7.75 5.560
RAINFALL INTENSITY AND TIME OF CONCENTRATION
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 10.56 7.68 5.595
2 10.53 7.75 5.560
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 10.56 Tc(MIN.) =
TOTAL AREA(ACRES) = 2.1
AREA
(ACRE)
1.60
0. 54
RATIO
7.68
LONGEST FLOWPATH FROM NODE 174.00 TO NODE 164.00 305.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 165.00 TO NODE 164.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.595
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.17
TOTAL AREA(ACRES) = 2.3
TC(MIN.) = 7.68
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
0.81
11.37
****************************************************************************
FLOW PROCESS FROM NODE 164.00 TO NODE 158.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 286.30 DOWNSTREAM(FEET) =
Page 10
275.02 -
c
1985BR1.TXT
FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.86
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 11.37
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 7.95
LONGEST FLOWPATH FROM NODE 174.00 TO NODE 158.00 =
1
515.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
====~=======================================================================
'h~ MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.37 7.95 5.471 LONGEST FLOWPATH FROM NODE 174.00 TO NODE
*'~ MEMORY BANK # 1 CONFLUENCE DATA ** STREAM
NUMBER
1
LONGEST
*'~ PEAK
STREAM
NUMBER
1
2
RUNOFF Tc
(CFS) (MIN.)
7.10 8.14
FLOWPATH FROM NODE
FLOW RATE TABLE **
RUNOFF Tc
(CFS) (MIN.)
18.36 7.95
18.29 8.14
INTENSITY
(INCH/HOUR)
5.387
198.00 TO NODE
INTENSITY
(INCH/HOUR)
5.471
5.387
AREA
(ACRE)
2.31
158.00
AREA
(ACRE)
1.45
158.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 18.36 Tc(MIN.) = 7.95
TOTAL AREA(ACRES) = 3.8
515.00 FEET.
666.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 158.00 TO NODE 150.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
====~======================================================================= ELEVATION DATA: UPSTREAM(FEET) = 275.02 DOWNSTREAM(FEET) 271.14
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 21.65
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 18.36
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.97
LONGEST FLOWPATH FROM NODE 198.00 TO NODE 150.00 = 691.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 157.00 TO NODE 150.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
====~=======================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.462
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.45
TOTAL AREA(ACRES) = 4.2
TC(MIN.) = 7.97
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
Page 11
2.09
20.45
1985BRl.TXT
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
4.2 TC(MIN.) =
20.45
7.97
============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS
Page 12
1985BR2.TXT
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) copyright 1982-2010 Advanced Engineering software (aes)
ver. 17.0 Release Date: 07/01/2010 License ID 1355
Analysis prepared by:
Fuscoe Engineering
6390 Greenwich Dr.
suite 170
san Diego, CA 92122
************************** DESCRIPTION OF STUDY **************************
* BRESSI RANCH PLANNING AREA 2 *
* PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL *
* 10-14-11 *
**************************************************************************
FILE NAME: 1985BR2.DAT
TIME/DATE OF STUDY: 16:35 10/17/2011
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
~'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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 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 298.00 TO NODE 296.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00
UPSTREAM ELEVATION(FEET) = 295.60
DOWNSTREAM ELEVATION(FEET) = 295.00
ELEVATION DIFFERENCE(FEET) = 0.60
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.486
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
Page 1
1985BR2.TXT
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0. 56
****************************************************************************
FLOW PROCESS FROM NODE 296.00 TO NODE 294.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 295.00 DOWNSTREAM(FEET) = 291.12
CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0111
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.56
FLOW VELOCITY(FEET/SEC) = 1.58 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 3.69 Tc(MIN.) = 9.69
LONGEST FLOWPATH FROM NODE 298.00 TO NODE 294.00 = 410.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 296.00 TO NODE 294.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.813
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 1.40
TOTAL AREA(ACRES) = 1.5
TC(MIN.) = 9.69
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 5.73
6.29
****************************************************************************
FLOW PROCESS FROM NODE 294.00 TO NODE 288.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 286.12 DOWNSTREAM(FEET) 285.02
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.96
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 6.29
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 10.00
LONGEST FLOWPATH FROM NODE 298.00 TO NODE 288.00 = 520.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 288.00 TO NODE 288.00 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.) = 10.00
RAINFALL INTENSITY(INCH/HR) = 4.72
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.29
****************************************************************************
FLOW PROCESS FROM NODE 292.00 TO NODE 290.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ Page 2
1985BR2.TXT
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00
UPSTREAM ELEVATION(FEET) = 295.25
DOWNSTREAM ELEVATION(FEET) = 294.66
ELEVATION DIFFERENCE(FEET) = 0.59
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.260
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.61
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.61
****************************************************************************
FLOW PROCESS FROM NODE 290.00 TO NODE 288.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
======================:===================================================== ELEVATION DATA: UPSTREAM(FEET) = 294.66 DOWNSTREAM(FEET) = 291.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0122
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.61
FLOW VELOCITY(FEET/SEC) = 1.66 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 3.02 Tc(MIN.) = 9.02
LONGEST FLOWPATH FROM NODE 292.00 TO NODE 288.00 = 355.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 290.00 TO NODE 288.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
=====~====================================================================== ~" 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.043
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
SUBAREA AREA(ACRES) 0.46 SUBAREA RUNOFF(CFS) = 1.97
TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 2.59
TC(MIN.) = 9.02
****************************************************************************
FLOW PROCESS FROM NODE 288.00 TO NODE 288.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
=====~====================================================================== TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.02
RAINFALL INTENSITY(INCH/HR) = 5.04
TOTAL STREAM AREA(ACRES) = 0.57
PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.59
~:* CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 6.29
2 2.59
TC
(MIN.)
10.00
9.02
INTENSITY
(INCH/HOUR)
4. 717
5.043
AREA
(ACRE)
1. 50
0. 57
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
'~ ** PEAK FLOW RATE TABLE >'<*
~ Page 3
STREAM
NUMBER
1
2
RUNOFF
(CFS)
8.46
8.70
Tc
(MIN.)
9.02
10.00
1985BR2.TXT
INTENSITY
(INCH/HOUR)
5.043
4.717
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.70 Tc(MIN.) = 10.00
TOTAL AREA(ACRES) = 2.1
LONGEST FLOWPATH FROM NODE 298.00 TO NODE 288.00 520.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 288.00 TO NODE 280.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 286.00 DOWNSTREAM(FEET) = 284.70
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.36
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 8.70
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 10.34
LONGEST FLOWPATH FROM NODE 298.00 TO NODE 280.00 = 650.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 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.) = 10.34
RAINFALL INTENSITY(INCH/HR) = 4.62
TOTAL STREAM AREA(ACRES) = 2.07
PEAK FLOW RATE(CFS) AT CONFLUENCE= 8.70
****************************************************************************
FLOW PROCESS FROM NODE 286.00 TO NODE 284.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
UPSTREAM ELEVATION(FEET) = 299.50
DOWNSTREAM ELEVATION(FEET) = 296.50
ELEVATION DIFFERENCE(FEET) = 3.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.318
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) 0.22
****************************************************************************
FLOW PROCESS FROM NODE 284.00 TO NODE 282.00 IS CODE= 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
=================================================:========================== Page 4 -
c
1985BR2.TXT
ELEVATION DATA: UPSTREAM(FEET) = 296.50 DOWNSTREAM(FEET) 295.25
CHANNEL LENGTH THRU SUBAREA(FEET) = 75.00 CHANNEL SLOPE 0.0167
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.22
FLOW VELOCITY(FEET/SEC) = 1.94 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 6.65
LONGEST FLOWPATH FROM NODE 286.00 TO NODE 282.00 = 145.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 284.00 TO NODE 282.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
========~=================================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.140
'~USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.38
TOTAL AREA(ACRES) = 0.4
TC(MIN.) = 6.65
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
1.98
2.21
****************************************************************************
FLOW PROCESS FROM NODE 282.00 TO NODE 280.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
========~================================================================== ELEVATION DATA: UPSTREAM(FEET) = 290.25 DOWNSTREAM(FEET) 284.70
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.67
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 2.21
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 6.95
LONGEST FLOWPATH FROM NODE 286.00 TO NODE 280.00 285.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
========~=================================================================== TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.95
RAINFALL INTENSITY(INCH/HR) = 5.97
TOTAL STREAM AREA(ACRES) = 0.42
PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.21
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 8.70
2 2.21
Tc
(MIN.)
10.34
6.95
INTENSITY
(INCH/HOUR)
4.616
5.966
AREA
(ACRE)
2.07
0.42
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE TABLE **
RUNOFF Tc
(CFS) (MIN.)
8.94 6.95
10.41 10.34
INTENSITY
(INCH/HOUR)
5.966
4.616
Page 5
1985BR2.TXT
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.41 Tc(MIN.) =
TOTAL AREA(ACRES) = 2.5
LONGEST FLOWPATH FROM NODE 298.00 TO NODE
10.34
280.00 = 650.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 280.00 TO NODE 270.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ===============:============================================================ ELEVATION DATA: UPSTREAM(FEET) = 284.70 DOWNSTREAM(FEET) 282.15
FLOW LENGTH(FEET) = 255.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.75
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 10.41
PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 10.97
LONGEST FLOWPATH FROM NODE 298.00 TO NODE 270.00 = 905.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.97
RAINFALL INTENSITY(INCH/HR) = 4.44
TOTAL STREAM AREA(ACRES) = 2.49
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.41
****************************************************************************
FLOW PROCESS FROM NODE 278.00 TO NODE 276.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
UPSTREAM ELEVATION(FEET) = 307.25
DOWNSTREAM ELEVATION(FEET) = 305.50
ELEVATION DIFFERENCE(FEET) = 1.75
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.774
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.45
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) 0.45
****************************************************************************
FLOW PROCESS FROM NODE 276.00 TO NODE 270.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.50 DOWNSTREAM(FEET) = 294.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 315.00 CHANNEL SLOPE= 0.0349
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.45
FLOW VELOCITY(FEET/SEC) = 2.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 7.87
Page 6 -
LONGEST FLOWPATH FROM NODE
1985BR2.TXT
278.00 TO NODE 270.00 = 385.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 276.00 TO NODE 270.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.505
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 1.27
TOTAL AREA(ACRES) = 1.4
TC(MIN.) = 7.87
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 5.94
6.39
****************************************************************************
FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.87
RAINFALL INTENSITY(INCH/HR) = 5.50
TOTAL STREAM AREA(ACRES) = 1.35
PEAK FLOW RATE(CFS) AT CONFLUENCE= 6.39
****************************************************************************
FLOW PROCESS FROM NODE 274.00 TO NODE 272.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
====~======================================================================= *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00
UPSTREAM ELEVATION(FEET) = 297.00
DOWNSTREAM ELEVATION(FEET) = 296.35
ELEVATION DIFFERENCE(FEET) = 0.65
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.394
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.33
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) 0.33
****************************************************************************
FLOW PROCESS FROM NODE 272.00 TO NODE 271.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
====~======================================================================= ELEVATION DATA: UPSTREAM(FEET) = 296.35 DOWNSTREAM(FEET) = 295.35
CHANNEL LENGTH THRU SUBAREA(FEET) = 50.00 CHANNEL SLOPE = 0.0200
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.33
FLOW VELOCITY(FEET/SEC) = 2.12 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 6.39
LONGEST FLOWPATH FROM NODE 274.00 TO NODE 271.00 = 110.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 272.00 TO NODE 271.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
Page 7
1985BR2.TXT
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.296
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.34
TOTAL AREA(ACRES) = 0.4
TC(MIN.) = 6.39
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
1.82
2.15
****************************************************************************
FLOW PROCESS FROM NODE 271.00 TO NODE 270.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 290.35 DOWNSTREAM(FEET) 282.15
FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.45
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 2.15
PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 6.88
LONGEST FLOWPATH FROM NODE 274.00 TO NODE 270.00 = 330.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 6.88
RAINFALL INTENSITY(INCH/HR) = 6.00
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.15
*~' CONFLUENCE DATA *'I:
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.41 10.97 4.444 2.49
2 6. 39 7.87 5.505 1.35
3 2.15 6.88 6.002 0.40
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS.
~'* PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 15.72 6.88 6.002
2 16.77 7.87 5.505
3 17.16 10.97 4.444
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 17.16 Tc(MIN.) = 10.97
TOTAL AREA(ACRES) = 4.2
LONGEST FLOWPATH FROM NODE 298.00 TO NODE 270.00 905.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 270.00 TO NODE 266.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
Page 8
-.
1985BR2.TXT
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 282.15 DOWNSTREAM(FEET) 281.70
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.59
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 17.16
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.07
LONGEST FLOWPATH FROM NODE 298.00 TO NODE 266.00 = 950.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 268.00 TO NODE 266.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =
*USER SPECIFIED(GLOBAL):
4.418
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 0.18
TOTAL AREA(ACRES) = 4.4
TC(MIN.) = 11.07
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
0.68
17.84
****************************************************************************
FLOW PROCESS FROM NODE 266.00 TO NODE 262.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 281.70 DOWNSTREAM(FEET) 280.95
FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.64
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 17.84
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 11.23
LONGEST FLOWPATH FROM NODE 298.00 TO NODE 262.00 = 1025.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 264.00 TO NODE 262.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.377
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 0.54
TOTAL AREA(ACRES) = 5.0
TC(MIN.) = 11.23
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
2.01
19.85
****************************************************************************
FLOW PROCESS FROM NODE 262.00 TO NODE 258.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.95 DOWNSTREAM(FEET) 270.10
FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 19.70
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
Page 9
1985BR2.TXT
PIPE-FLOW(CFS) = 19.85
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 11.31
LONGEST FLOWPATH FROM NODE 298.00 TO NODE 258.00 1115.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 260.00 TO NODE 258.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
======================================================================~===== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.358
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) = 1.02
RUNOFF COEFFICIENT = .8500
TOTAL AREA(ACRES) = 6.0
TC(MIN.) = 11.31
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
3.78
23.63
=========:================================================================== END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
6. 0 TC(MIN.) =
23.63
11.31
============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS
Page 10
1985BR3.TXT
~·~· ****************************************************************************
c
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) copyright 1982-2010 Advanced Engineering software (aes)
ver. 17.0 Release Date: 07/01/2010 License ID 1355
Analysis prepared by:
Fuscoe Engineering
6390 Greenwich Dr.
suite 170
san Diego, CA 92122
************************** DESCRIPTION OF STUDY **************************
* BRESS! RANCH PLANNING AREA 2 *
* PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL *
* 10-17-11 *
**************************************************************************
FILE NAME: 1985BR3.DAT
TIME/DATE OF STUDY: 16:36 10/17/2011
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
*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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 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 398.00 TO NODE 394.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
UPSTREAM ELEVATION(FEET) = 307.50
DOWNSTREAM ELEVATION(FEET) = 305.75
ELEVATION DIFFERENCE(FEET) = 1.75
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.774
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
Page 1
1985BR3.TXT
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0. 56
****************************************************************************
FLOW PROCESS FROM NODE 396.00 TO NODE 394.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.52
TOTAL AREA(ACRES) = 0.6
TC(MIN.) = 6.00
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 2.90
3.46
****************************************************************************
FLOW PROCESS FROM NODE 394.00 TO NODE 390.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 300.75 DOWNSTREAM(FEET) 299.15
FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.15
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.46
PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 6.52
LONGEST FLOWPATH FROM NODE 398.00 TO NODE 390.00 = 230.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 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.) = 6.52
RAINFALL INTENSITY(INCH/HR) = 6.22
TOTAL STREAM AREA(ACRES) = 0.62
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.46
****************************************************************************
FLOW PROCESS FROM NODE 392.00 TO NODE 390.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
UPSTREAM ELEVATION(FEET) = 307.50
DOWNSTREAM ELEVATION(FEET) = 305.75
ELEVATION DIFFERENCE(FEET) = 1.75
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.774
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.61
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) 0.61
****************************************************************************
Page 2
-
c
1985BR3.TXT
FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
=======~==================================================================== TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.00
RAINFALL INTENSITY(INCH/HR) = 6.56
TOTAL STREAM AREA(ACRES) = 0.11
PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.61
'"'~ CONFLUENCE DATA *'~
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.46 6.52 6.218 0.62
2 0.61 6.00 6.559 0.11
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 3.89 6.00 6. 559
2 4.04 6.52 6.218
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.04 Tc(MIN.) = 6.52
TOTAL AREA(ACRES) = 0.7
LONGEST FLOWPATH FROM NODE 398.00 TO NODE 390.00 230.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 390.00 TO NODE 386.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 299.15 DOWNSTREAM(FEET) 298.60
FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.33
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.04
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 6.69
LONGEST FLOWPATH FROM NODE 398.00 TO NODE 386.00 = 285.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 388.00 TO NODE 386.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.114
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.27
TOTAL AREA(ACRES) = 1.0
TC(MIN.) = 6.69
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
1.40
5.44
****************************************************************************
FLOW PROCESS FROM NODE 386.00 TO NODE 356.00 IS CODE = 31
Page 3
1985BR3.TXT
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 298.60 DOWNSTREAM(FEET) = 290.75
FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.81
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 5.44
PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 6.91
LONGEST FLOWPATH FROM NODE 398.00 TO NODE 356.00 = 430.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 356.00 TO NODE 356.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 384.00 TO NODE 382.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00
UPSTREAM ELEVATION(FEET) = 314.00
DOWNSTREAM ELEVATION(FEET) = 312.50
ELEVATION DIFFERENCE(FEET) = 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.746
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.56
****************************************************************************
FLOW PROCESS FROM NODE 382.00 TO NODE 374.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.50 DOWNSTREAM(FEET) 304.05
FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.25
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.56
PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 6.74
LONGEST FLOWPATH FROM NODE 384.00 TO NODE 374.00 = 210.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 374.00 TO NODE 374.00 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.) = 6.74 RAINFALL INTENSITY(INCH/HR) = 6.08
TOTAL STREAM AREA(ACRES) = 0.10
PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.56
Page 4
c
1985BR3.TXT ****************************************************************************
FLOW PROCESS FROM NODE 380.00 TO NODE 378.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
=======~==================================================================== *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 45.00
UPSTREAM ELEVATION(FEET) = 313.20
DOWNSTREAM ELEVATION(FEET) = 312.00
ELEVATION DIFFERENCE(FEET) = 1.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.177
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) 0.39
****************************************************************************
FLOW PROCESS FROM NODE 378.00 TO NODE 374.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
=======;==================================================================== ELEVATION DATA: UPSTREAM(FEET) = 312.00 DOWNSTREAM(FEET) = 309.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 45.00 CHANNEL SLOPE= 0.0556
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.39
FLOW VELOCITY(FEET/SEC) = 3.54 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 6.21
LONGEST FLOWPATH FROM NODE 380.00 TO NODE 374.00 = 90.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 378.00 TO NODE 374.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =======:==================================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.413
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.33
TOTAL AREA(ACRES) = 0.4
TC(MIN.) = 6.21
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
1.80
2.19
****************************************************************************
FLOW PROCESS FROM NODE 374.00 TO NODE 374.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.21
RAINFALL INTENSITY(INCH/HR) = 6.41
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.19
** CONFLUENCE DATA **
STREAM RUNOFF TC
NUMBER (CFS) (MIN.)
INTENSITY
(INCH/HOUR)
Page 5
AREA
(ACRE)
1985BR3.TXT
1 0. 56 6.74 6.083 0.10
2 2.19 6.21 6.413 0.40
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
':1:* PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2. 72 6.21 6.413
2 2.63 6.74 6.083
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 2. 72 Tc(MIN.) = 6.21
TOTAL AREA(ACRES) = 0.5
LONGEST FLOWPATH FROM NODE 384.00 TO NODE 374.00 = 210.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 374.00 TO NODE 368.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 304.05 DOWNSTREAM(FEET) = 303.35
FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.79
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 2.72
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 6.46
LONGEST FLOWPATH FROM NODE 384.00 TO NODE 368.00 280.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 368.00 TO NODE 368.00 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.) = 6.46
RAINFALL INTENSITY(INCH/HR) = 6.26
TOTAL STREAM AREA(ACRES) = 0.50
PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.72
****************************************************************************
FLOW PROCESS FROM NODE 372.00 TO NODE 370.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 316.00
DOWNSTREAM ELEVATION(FEET) = 314.30
ELEVATION DIFFERENCE(FEET) = 1.70
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.116
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) 0.33
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.33
Page 6
:)
1985BR3.TXT
~.. ****************************************************************************
FLOW PROCESS FROM NODE 370.00 TO NODE 368.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 314.30 DOWNSTREAM(FEET) = 309.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 135.00 CHANNEL SLOPE= 0.0393
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.33
FLOW VELOCITY(FEET/SEC) = 2.97 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 6.76
LONGEST FLOWPATH FROM NODE 372.00 TO NODE 368.00 = 185.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 370.00 TO NODE 368.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.075
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
SUBAREA AREA(ACRES) 0.25 SUBAREA RUNOFF(CFS) = 1.29
TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.63
TC(MIN.) = 6.76
****************************************************************************
FLOW PROCESS FROM NODE 368.00 TO NODE 368.00 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.) = 6.76
RAINFALL INTENSITY(INCH/HR) = 6.07
TOTAL STREAM AREA(ACRES) = 0.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 2.72
2 1.63
Tc
(MIN.)
6.46
6.76
INTENSITY
(INCH/HOUR)
6.256
6.075
AREA
(ACRE)
0.50
0.31
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
>h~ PEAK
STREAM NUMBER
1
2
FLOW RATE TABLE **
RUNOFF Tc
(CFS) (MIN.)
4.30 6.46
4.26 6.76
INTENSITY
(INCH/HOUR)
6.256
6.075
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 4.30 Tc(MIN.) =
TOTAL AREA(ACRES) = 0.8
LONGEST FLOWPATH FROM NODE 384.00 TO NODE
6.46
368.00 280.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 368.00 TO NODE 364.00 IS CODE = 31
Page 7
1985BR3.TXT
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 303.35 DOWNSTREAM(FEET) 294.44
FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.23
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 4.30
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.72
LONGEST FLOWPATH FROM NODE 384.00 TO NODE 364.00 = 445.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 366.00 TO NODE 364.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.094
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 4.56
TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 8.85
TC(MIN.) = 6.72
****************************************************************************
FLOW PROCESS FROM NODE 364.00 TO NODE 360.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
»>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 294.44 DOWNSTREAM(FEET) 292.88
FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.79
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 8.85
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.85
LONGEST FLOWPATH FROM NODE 384.00 TO NODE 360.00 = 510.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 362.00 TO NODE 360.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
==========================~================================================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.023
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.40
TOTAL AREA(ACRES) = 2.1
TC(MIN.) = 6.85
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 2.05
10.90
****************************************************************************
FLOW PROCESS FROM NODE 360.00 TO NODE 356.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 292.88 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.2 INCHES
Page 8
290.75
1985BR3.TXT
PIPE-FLOW VELOCITY(FEET/SEC.) =
ESTIMATED PIPE DIAMETER(INCH) = 11.13
15.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 10.90
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) =
LONGEST FLOWPATH FROM NODE 384.00 TO NODE 6.93
356.00 =
1
565.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 358.00 TO NODE 356.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.976
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 0.18
TOTAL AREA(ACRES) = 2.3
TC(MIN.) = 6.93
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
0.91
11.82
****************************************************************************
FLOW PROCESS FROM NODE 356.00 TO NODE 356.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
===================================================~========================
** MAIN
STREAM
NUMBER
1 LONGEST
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
11.82 6.93 5.976
FLOWPATH FROM NODE 384.00 TO NODE
** MEMORY
STREAM
NUMBER
BANK # 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
1
LONGEST
1d' PEAK
STREAM
NUMBER
1
2
5.44 6.91 5.986
FLOWPATH FROM NODE 398.00 TO NODE
FLOW RATE TABLE **
RUNOFF Tc
(CFS) (MIN.)
17.24 6. 91
17.25 6.93
INTENSITY
(INCH/HOUR)
5.986
5.976
AREA
(ACRE)
2.27
356.00
AREA
(ACRE)
1.00
356.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 17.25 Tc(MIN.) = 6.93
TOTAL AREA(ACRES) = 3.3
565.00 FEET.
430.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 356.00 TO NODE 352.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
====~======================================================================= ELEVATION DATA: UPSTREAM(FEET) = 290.75 DOWNSTREAM(FEET) 283.53
FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.58
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 17.25
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.02
LONGEST FLOWPATH FROM NODE 384.00 TO NODE 352.00 = 650.00 FEET.
j~ ~':*-l:*********~':*;':************'':******"~':'i':*****'~':******;':**********"'r********;'r*******
~ Page 9
1985BR3.TXT
FLOW PROCESS FROM NODE 354.00 TO NODE 352.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.929
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 1.32
TOTAL AREA(ACRES) = 4.6
TC(MIN.) = 7.02
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
6.65
23.90
****************************************************************************
FLOW PROCESS FROM NODE 352.00 TO NODE 3.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 283.53 DOWNSTREAM(FEET) 276.57
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 18.53
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 23.90
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.09
LONGEST FLOWPATH FROM NODE 384.00 TO NODE 3.00 = 730.00 FEET.
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) =
PEAK FLOW RATE(CFS)
4.6 TC(MIN.) =
23.90
7.09
============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS
Page 10
.-..1
1985BR4.TXT
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) copyright 1982-2010 Advanced Engineering software (aes)
ver. 17.0 Release Date: 07/01/2010 License ID 1355
Analysis prepared by:
Fuscoe Engineering
6390 Greenwich Dr.
suite 170
san Diego, CA 92122
************************** DESCRIPTION OF STUDY **************************
* BRESS! RANCH PLANNING AREA 2 *
* PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL *
* 10-17-11 *
**************************************************************************
FILE NAME: 1985BR4.DAT
TIME/DATE OF STUDY: 16:36 10/17/2011
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
*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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 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 498.00 TO NODE 496.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
========~=================================================================== *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00
UPSTREAM ELEVATION(FEET) = 316.50
DOWNSTREAM ELEVATION(FEET) = 315.50
ELEVATION DIFFERENCE(FEET) = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.940
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
Page 1
1985BR4.TXT
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.39
****************************************************************************
FLOW PROCESS FROM NODE 496.00 TO NODE 494.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 315.50 DOWNSTREAM(FEET) = 309.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0400
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.39
FLOW VELOCITY(FEET/SEC) = 3.00 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 6.83
LONGEST FLOWPATH FROM NODE 498.00 TO NODE 494.00 = 210.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 496.00 TO NODE 494.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.031
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) = 0.37
TOTAL AREA(ACRES) = 0.4
TC(MIN.) = 6.83
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 1.90
2.29
****************************************************************************
FLOW PROCESS FROM NODE 494.00 TO NODE 490.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 304.50 DOWNSTREAM(FEET) 303.85
FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.62
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.29
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.07
LONGEST FLOWPATH FROM NODE 498.00 TO NODE 490.00 = 275.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 492.00 TO NODE 490.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.901 *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 0.33
TOTAL AREA(ACRES) = 0.8
TC(MIN.) = 7.07
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 1.66
3.94
****************************************************************************
FLOW PROCESS FROM NODE 490.00 TO NODE 486.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
Page 2
1985BR4.TXT
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =======;==================================================================== ELEVATION DATA: UPSTREAM(FEET) = 303.85 DOWNSTREAM(FEET) 296.40
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 20.61
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.94
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.08
LONGEST FLOWPATH FROM NODE 498.00 TO NODE 486.00 295.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 488.00 TO NODE 486.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
=======~==================================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.893
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.54
TOTAL AREA(ACRES) = 1.3
TC(MIN.) = 7.08
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 2.70
6.65
****************************************************************************
FLOW PROCESS FROM NODE 486.00 TO NODE 474.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 296.40 DOWNSTREAM(FEET) 296.00
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
""· DEPTH OF FLOW IN 18.0 INCH PIPE IS 10. 8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 6.65
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.19
LONGEST FLOWPATH FROM NODE 498.00 TO NODE 474.00 335.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 474.00 TO NODE 474.00 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.) = 7.19
RAINFALL INTENSITY(INCH/HR) = 5.83
TOTAL STREAM AREA(ACRES) = 1.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.65
****************************************************************************
FLOW PROCESS FROM NODE 484.00 TO NODE 482.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 318.00
DOWNSTREAM ELEVATION(FEET) 317.00
ELEVATION DIFFERENCE(FEET) = 1.00
Page 3
1985BR4.TXT
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.526
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.39
****************************************************************************
FLOW PROCESS FROM NODE 482.00 TO NODE 480.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 317.00 DOWNSTREAM(FEET) = 313.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0235
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.39
FLOW VELOCITY(FEET/SEC) = 2.30 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 7.23
LONGEST FLOWPATH FROM NODE 484.00 TO NODE 480.00 = 220.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 482.00 TO NODE 480.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.815
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 0.27
TOTAL AREA(ACRES) = 0.3
TC(MIN.) = 7.23
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 1.33
1.72
****************************************************************************
FLOW PROCESS FROM NODE 480.00 TO NODE 476.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 308.00 DOWNSTREAM(FEET) 298.73 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 8.000
DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.61
ESTIMATED PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.72
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.36
LONGEST FLOWPATH FROM NODE 484.00 TO NODE 476.00 = 305.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 478.00 TO NODE 476.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.747
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.31
TOTAL AREA(ACRES) = 0.6
TC(MIN.) = 7.36
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 1. 51
3.24
****************************************************************************
Page 4
1985BR4.TXT
FLOW PROCESS FROM NODE 476.00 TO NODE 474.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 298.73 DOWNSTREAM(FEET) = 296.00
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.39
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.24
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.40
LONGEST FLOWPATH FROM NODE 484.00 TO NODE 474.00 330.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 474.00 TO NODE 474.00 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.) = 7.40
RAINFALL INTENSITY(INCH/HR) = 5.73
TOTAL STREAM AREA(ACRES) = 0.65
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.24
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 6.65
2 3.24
Tc
(MIN.)
7.19
7.40
INTENSITY
(INCH/HOUR)
5.834
5.730
AREA
(ACRE)
1.31
0.65
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE TABLE **
RUNOFF Tc
(CFS) (MIN.)
9.83 7.19
9.77 7.40
INTENSITY
(INCH/HOUR)
5.834
5.730
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 9.83 Tc(MIN.) = 7.19 TOTAL AREA(ACRES) = 2.0
LONGEST FLOWPATH FROM NODE 498.00 TO NODE 474.00 335.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 474.00 TO NODE 464.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
===~======================================================================== ELEVATION DATA: UPSTREAM(FEET) = 296.00 DOWNSTREAM(FEET) = 295.25
FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.43
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 9.83
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 7.39
LONGEST FLOWPATH FROM NODE 498.00 TO NODE 464.00 410.00 FEET.
****************************************************************************
Page 5
1985BR4.TXT
FLOW PROCESS FROM NODE 466.00 TO NODE 464.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.735
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) = 0.53
TOTAL AREA(ACRES) = 2.5
TC(MIN.) = 7.39
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 2.58
12.41
****************************************************************************
FLOW PROCESS FROM NODE 470.00 TO NODE 464.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
=================================================~========================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.735
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.78
TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 13.19
TC(MIN.) = 7.39
****************************************************************************
FLOW PROCESS FROM NODE 464.00 TO NODE 460.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 295.25 DOWNSTREAM(FEET) 294.60
FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.05
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 13.19
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.54
LONGEST FLOWPATH FROM NODE 498.00 TO NODE 460.00 = 475.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 462.00 TO NODE 460.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.659 *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
SUBAREA AREA(ACRES) 0.35
TOTAL AREA(ACRES) = 3.0
TC(MIN.) = 7.54
RUNOFF COEFFICIENT = .8500
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
1.68
14.87
****************************************************************************
FLOW PROCESS FROM NODE 460.00 TO NODE 456.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 294.60 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.13
Page 6
294.20
1985BR4.TXT
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 14.87
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.64
LONGEST FLOWPATH FROM NODE 498.00 TO NODE 456.00 = 515.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 458.00 TO NODE 456.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.614
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 0.36
TOTAL AREA(ACRES) = 3.4
TC(MIN.) = 7.64
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 1.72
16.59
****************************************************************************
FLOW PROCESS FROM NODE 456.00 TO NODE 4.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 294.20 DOWNSTREAM(FEET) 291.12
FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.07
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 16.59
PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 8.13
LONGEST FLOWPATH FROM NODE 498.00 TO NODE 4.00 = 755.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
3.4 TC(MIN.) =
16.59
8.13
============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS
Page 7
1985BR5.TXT
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) copyright 1982-2010 Advanced Engineering software (aes)
ver. 17.0 Release Date: 07/01/2010 License ID 1355
Analysis prepared by:
Fuscoe Engineering
6390 Greenwich Dr.
suite 170
san Diego, CA 92122
************************** DESCRIPTION OF STUDY **************************
* BRESSI RANCH PLANNING AREA 2 *
* PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL *
* 10-17-11 *
**************************************************************************
FILE NAME: 1985BR5.DAT
TIME/DATE OF STUDY: 16:37 10/17/2011
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
*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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 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 598.00 TO NODE 594.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00
UPSTREAM ELEVATION(FEET) = 318.00
DOWNSTREAM ELEVATION(FEET) = 317.00
ELEVATION DIFFERENCE(FEET) = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.940
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
Page 1
1985BR5.TXT
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.28
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) 0.28
****************************************************************************
FLOW PROCESS FROM NODE 596.00 TO NODE 594.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
==~=========================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) = 0.62
RUNOFF COEFFICIENT = .8500
TOTAL AREA(ACRES) = 0.7
TC(MIN.) = 6.00
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
3.46
3.74
****************************************************************************
FLOW PROCESS FROM NODE 594.00 TO NODE 5.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
==~========================================================================= ELEVATION DATA: UPSTREAM(FEET) = 312.00 DOWNSTREAM(FEET) 303.74
FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.39
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.74
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 6.31
LONGEST FLOWPATH FROM NODE 598.00 TO NODE 5.00 = 235.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 592.00 TO NODE 5.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
==~========================================================================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =
*USER SPECIFIED(GLOBAL):
6.349
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) = 0.72
TOTAL AREA(ACRES) = 1.4
TC(MIN.) = 6.31
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 3.89
7.62
==~========================================================================= END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
1.4 TC(MIN.) =
7.62
6.31
==~========================================================================
==~========================================================================= END OF RATIONAL METHOD ANALYSIS
Page 2
1985BR6.TXT
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) copyright 1982-2010 Advanced Engineering software (aes)
ver. 17.0 Release Date: 07/01/2010 License ID 1355
Analysis prepared by:
Fuscoe Engineering
6390 Greenwich Dr.
suite 170
san Diego, CA 92122
**********************'~*** DESCRIPTION OF STUDY *'b~************'~'~*********
* BRESSI RANCH PLANNING AREA 2 *
* PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL *
* 10-17-11 *
**************************************************************************
FILE NAME: 1985BR6.DAT
TIME/DATE OF STUDY: 16:38 10/17/2011
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
~'USER-DEFINED STREET -SECTIONS FOR COUPLED PIPE FLOW 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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 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 698.00 TO NODE 696.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00
UPSTREAM ELEVATION(FEET) = 318.00
DOWNSTREAM ELEVATION(FEET) = 317.00
ELEVATION DIFFERENCE(FEET) = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.940
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
Page 1
1985BR6.TXT
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.67
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) 0.67
****************************************************************************
FLOW PROCESS FROM NODE 696.00 TO NODE 692.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
==========~===============================================================~= ELEVATION DATA: UPSTREAM(FEET) = 312.00 DOWNSTREAM(FEET) 311.25
FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.39
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.67
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 6.37
LONGEST FLOWPATH FROM NODE 698.00 TO NODE 692.00 = 135.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 694.00 TO NODE 692.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
==========~================================================================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.312
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) =
RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 0.53
TOTAL AREA(ACRES) = 0.6
TC(MIN.) = 6.37
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) = 2.84
3.51
~-****************************************************************************
FLOW PROCESS FROM NODE 692.00 TO NODE 6.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
==========~================================================================= ELEVATION DATA: UPSTREAM(FEET) = 311.25 DOWNSTREAM(FEET) 296.27
FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 8.000
DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 22.38
ESTIMATED PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.51
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 6.39
LONGEST FLOWPATH FROM NODE 698.00 TO NODE 6.00 = 165.00 FEET.
==========~================================================================= END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
0.6 TC(MIN.) =
3.51
6.39
==========~=================================================================
==========~================================================================= END OF RATIONAL METHOD ANALYSIS
Page 2
1985BR7.TXT
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) copyright 1982-2010 Advanced Engineering Software (aes)
ver. 17.0 Release Date: 07/01/2010 License ID 1355
Analysis prepared by:
Fuscoe Engineering
6390 Greenwich Dr.
suite 170
San Diego, CA 92122
************************** DESCRIPTION OF STUDY **************************
* BRESS! RANCH PLANNING AREA 2 *
* PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL *
* 10-17-11 *
**************************************************************************
FILE NAME: 1985BR7.DAT
TIME/DATE OF STUDY: 16:39 10/17/2011
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
*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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 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 798.00 TO NODE 796.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00
UPSTREAM ELEVATION(FEET) = 315.00
DOWNSTREAM ELEVATION(FEET) = 314.25
ELEVATION DIFFERENCE(FEET) = 0.75
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.236
TIME OF CONCENTRATION ASSUMED AS 6-MIN.
Page 1
1985BR7.TXT
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559
SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.22
****************************************************************************
FLOW PROCESS FROM NODE 796.00 TO NODE 792.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
==========~================================================================= ELEVATION DATA: UPSTREAM(FEET) = 309.25 DOWNSTREAM(FEET) = 303.00
FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 8.000
DEPTH OF FLOW IN 8.0 INCH PIPE IS 1.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.99
ESTIMATED PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.22
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.08
LONGEST FLOWPATH FROM NODE 798.00 TO NODE 792.00 = 95.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 794.00 TO NODE 792.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
==========~===============================================================:= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.501
*USER SPECIFIED(GLOBAL):
CHAPARRAL(BROADLEAF) FAIR COVER
S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) = 0.21
TOTAL AREA(ACRES) = 0.2
TC(MIN.) = 6.08
0
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
1.16
1.38
==========~=================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
0.2
1. 38
TC(MIN.) = 6.08
==========~=================================================================
==========~================================================================= END OF RATIONAL METHOD ANALYSIS
Page 2
HC( si Ranch PA2 (
\ Fuscoe Engineering, lnc.Job No. 02 7~· 1 -01
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
1 Imp. 17,380 Roof, parking lot, hardscapE 1 .0 17,380 D Flow Thru Planter 1
1 Perv. 4,020 Landscape, pervious area 0.1 402
Total 17,782
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 711 1,300 IMP Area
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
2 Imp. 13,307 Roof, parking lot, hardscapE 1.0 13,307 D Flow Thru Planter 2
Total 13,307
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 532 1,000 IMP Area
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
3 Imp. 13,186 Roof, parking lot, hardscapE 1.0 13,186 D Flow Thru Planter 3
Total 13,186
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 527 1,000 IMP Area
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
4 Imp. 9,498 Roof, parking lot, hardscapE 1.0 9,498 D Permeable Paver Area 4
Total 9,498
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 380 893 IMP Area
Storm Water Management Plan 1 0/18/2011 Appendix 5 Page 1 of 14
HCI{ 'si Ranch PA2 Fuscoe Engineering, lnc.Job No. 027-;{ 1-01
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
5 Imp. 4,803 Roof, parking lot, hardscape 1.0 4,803 D Flow Thru Planter 5
5 Perv. 2,373 Landscape, pervious area 0.1 237
Total 5,040
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 202 400 IMP Area
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
6 Imp. 8,388 Roof, parking lot, hardscape 1.0 8,388 D Flow Thru Planter 6
Total 8,388
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 336 600 IMP Area
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
7 Imp. 11 ,628 Roof, parking lot, hardscape 1.0 11 ,628 D Flow Thru Planter 7
Total 11 ,628
IMP Sizing
factor Minimum Proposed
(WQOnly) Area (s.f.) Area (s.f.)
0.04 465 900 IMP Area
DMA Name DMA Area (s.n Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
8 Imp. 13,035 Roof, parking lot, hardscape 1.0 13,035 D Flow Thru Planter 8
Total 13,035
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 521 1,000 IMP Area
Storm Water Management Plan 10/18/2011 Appendix 5 Page 2 of 14
HC~ ;si Ranch PA2 {
' Fuscoe Engineering, lnc.Job No. 027-;( 1-01
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
9 Imp. 11,965 Roof, parking lot, hardscape 1 .0 11,965 D Flow Thru Planter 9
Total 11,965
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
10 Imp. 12,949 Roof, parking lot, hardscape 1.0 12,949
Total 12,949
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
11 Imp. 19,231 Roof, parking lot, hardscape 1.0 19,231
Total 19,231
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
12 Imp. 27,407 Roof, parking lot, hardscape 1.0 27,407
Total 27,407
Storm Water Management Plan 10/18/2011 Appendix 5
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
479 900
IMP Name
Flow Thru Planter 1 0
Minimum Proposed
Area (s.f.) Area (s.f.)
518 1,000
IMP Name
Flow Thru Planter 11
Minimum Proposed
Area (s.f.) Area (s.f.)
769 800
IMP Name
Flow Thru Planter 1 2
Minimum Proposed
Area (s.f.) Area (s.f.)
1,096 1,100
IMP Area
IMP Area
IMP Area
IMP Area
Page 3 of 14
HCF( si Ranch PA2 l Fuscoe Engineering, Inc. Job No. 027~ '1-0 1
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
13 Imp. 1 0,754 Roof, parking lot, hardscapE 1 .0 10,754 D Flow Thru Planter 13
13 Perv. 3,328 landscape, pervious area 0. 1 333
Total 11,087
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
443 800
DMA Name DMA Area (s. f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
14 Imp. 13,229 Roof, parking lot, hardscapE 1.0 13,229 D Flow Thru Planter 14
14 Perv. 4,062 Landscape, pervious area 0.1 406
Total 13,635
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
15 Imp. 6,806 Roof, parking lot, hardscapE 1.0 6,806
Total 6,806
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
16 Imp. 10,901 Roof, parking lot, hardscapE 1.0 10,901
16 Perv. 2,471 Landscape, pervious area 0.1 247
Total 11,148
Storm Water Management Plan 10/18/2011 Appendix 5
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
545 1,000
IMP Name
Flow Thru Planter 15
Minimum Proposed
Area (s.f.) Area (s.f.)
272 500
IMP Name
Flow Thru Planter 16
Minimum Proposed
Area (s.f.) Area (s.f.)
446 800
IMP Area
IMP Area
IMP Area
IMP Area
Page 4 of 14
HC( si Ranch PA2
'
( Fuscoe Engineering, lnc.Job No. 027:{ 1-01
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
17 Imp. 7,432 Roof, parking lot, hardscape 1.0 7,432 D Flow Thru Planter 17
17 Perv. 5,020 Landscape, pervious area 0.1 502
Total 7,934
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
317 600
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
18 Imp. 6,81 0 Roof, parking lot, hardscape 1.0 6,81 0 D Flow Thru Planter 18
18 Perv. 1,759 Landscape, pervious area 0.1 176
Total 6,986
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 279 500
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
IMP Area
IMP Area
19 Imp. 19,519 Roof, parking lot, hardscape 1.0 19,519 D Permeable Paver Area 1 9
Total 19,519
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
20 Imp. 7,044 Roof, parking lot, hardscape 1.0 7,044
Total 7,044
Storm Water Management Plan 10/18/2011 Appendix 5
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 781 1,785
Soil Type IMP Name
D Flow Thru Planter 20
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
282 500
IMP Area
IMP Area
Page 5 of 14
HC( si Ranch PA2 {
\ Fuscoe Engineering, lnc.Job No. 027~ 1-01
DMA Name DMA Area (s.f} Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
21 Imp. 3,485 Roof, parking lot, hardscape 1.0 3,485 D Permeable Paver Area 21
Total 3,485
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
22 Imp. 8,967 Roof, parking lot, hardscape 1.0 8,967
Total 8,967
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
23 Imp. 25,210 Roof, parking lot, hardscape 1.0 25,210
Total 25,210
DMA Name DMA Area {s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
24 Imp. 3,827 Roof, parking lot, hardscape 1.0 3,827
24 Perv. 1,136 Landscape, pervious area 0.1 114
Total 3,941
Storm Water Management Plan 1 0/18/201 1 Appendix 5
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area {s.f.)
139 446
IMP Name
IMP Area
Permeable Paver Area 22
Minimum Proposed
Area (s.f.) Area (s.f.)
359 893
IMP Name
Flow Thru Planter 23
Minimum Proposed
Area (s.f.) Area (s.f.)
1,008 1,800
IMP Name
Flow Thru Planter 24
Minimum Proposed
Area {s.f.) Area (s.f.)
158 300
IMP Area
IMP Area
IMP Area
Page 6 of 14
HCF( si Ranch PA2 (
' Fuscoe Engineering, lnc.Job No. 027( 1-01
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
25 Imp. 7,059 Roof, parking lot, hardscape 1.0 7,059 D Flow Thru Planter 25
25 Perv. 1,029 Landscape, pervious area 0.1 1 03
Total 7,162
IMP Sizing
factor
(WQOnly)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
286 600
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
26 Imp. 3,084 Roof, parking lot, hardscape 1.0 3,084 D Flow Thru Planter 26
26Perv. 1,013 Landscape,perviousarea 0.1 101
Total 3,185
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
127 300
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
27 Imp. 1,430 Roof, parking lot, hardscape 1.0 1,430 D Flow Thru Planter 27
27 Perv. 831 Landscape, pervious area 0.1 83
Total 1,513
IMP Sizing
factor Minimum Proposed
(WQOnly) Area (s.f.) Area (s.f.)
0.04 61 110
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
28 Imp. 26,344 Roof, parking lot, hardscape 1.0 26,344 D Flow Thru Planter 28
Total 26,344
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 1,054 1,850
Storm Water Management Plan 10/18/2011 Appendix 5
IMP Area
IMP Area
IMP Area
IMP Area
Page 7 of 14
HCf{ :si Ranch PA2 ( Fuscoe Engineering, !nc.Job No. 021{ J -OJ
DMA Name DMA Area {s. f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
29 Imp. 6,1 70 Roof, parking lot, hardscape 1.0 6,170 D Flow Thru Planter 29
Total 6,170
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
30 Imp. 8,627 Roof, parking lot, hardscape 1.0 8,627
Total 8,627
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
31 Imp. 6,562 Roof, parking lot, hardscape 1.0 6,562
Total 6,562
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
32 Imp. 8,872 Roof, parking lot, hardscape 1.0 8,872
Total 8,872
Storm Water Management Plan 1 0/18/2011 Appendix 5
IMP Sizing
factor
(WQ Only}
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area {s.f.} Area {s.f.}
247 440
IMP Name
Flow Thru Planter 30
Minimum Proposed
Area (s.f.) Area (s.f.)
345 700
IMP Name
Flow Thru Planter 31
Minimum Proposed
Area (s.f.) Area (s.f.)
262 500
IMP Name
Flow Thru Planter 32
Minimum Proposed
Area (s.f.) Area {s.f.)
355 700
IMP Area
IMP Area
IMP Area
IMP Area
Page 8 of 14
HCF( si Ranch PA2 (
'
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
33 Imp. 10,473 Roof, parking lot, hardscapE 1.0 10,473
33 Perv. 1,142 Landscape, pervious area 0.1 114
Total 10,587
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
34 Imp. 44,741 Roof, parking lot, hardscapE 1.0 44,741
34 Perv. 13,862 Landscape, pervious area 0.1 1,386
Total 46,127
Fuscoe Engineering, lnc.Job No. 027( 1-01
Soil Type IMP Name
D Flow Thru Planter 33
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
423 750
Soil Type IMP Name
D Flow Thru Planter 34
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
1,845 3,300
IMP Area
IMP Area
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
351mp. 21,012 Roof,parkinglot,hardscapE 1.0 21,012 D FlowThruPianter35
35 Perv. 2,423 Landscape, pervious area 0.1 242
Total 21,254
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 850 1,500 IMP Area
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
36 Imp. 28,692 Roof, parking lot, hardscapE 1.0 28,692 D Permeable Paver Area 36
Total 28,692
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 1,148 2,529 IMP Area
Storm Water Management Plan 10/18/2011 Appendix 5 Page 9 of 14
HCF( si Ranch PA2 ( Fuscoe Engineering, lnc.Job No. 02T.( , 1-01
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
371mp. 15,942 Roof, parking lot, hardscape 1.0 15,942 D Permeable Paver Area 37
Total 15,942
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
38 Imp. 56,983 Roof, parking lot, hardscape 1.0 56,983
38 Perv. 8,368 Landscape, pervious area 0.1 837
Total 57,820
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
638 1,488
IMP Name
Flow Thru Planter 38
Minimum Proposed
Area (s.f.) Area (s.f.)
2,313 2,400
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
39 Imp. 17,378 Roof, parking lot, hardscape 1.0 17,378 D Flow Thru Planter 39
39 Perv. 7,545 Landscape, pervious area 0.1 755
Total 18,133
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 725 1,270
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
40 Imp. 11,315 Roof, parking lot, hardscape 1 .0 11,315 D Flow Thru Planter 40
40 Perv. 6,798 Landscape, pervious area 0.1 680
Total 11,995
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
IMP Area
IMP Area
IMP Area
0.04 480 900 IMP Area
Storm Water Management Plan 1 0/18/2011 Appendix 5 Page 10 of 14
HC( 'si Ranch PA2 (
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
41 Imp. 13,464 Roof, parking lot, hardscapE l.O 13,464
41 Perv. 4,056 Landscape, pervious area 0.1 406
Total 13,870
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
42 Imp. 7,682 Roof, parking lot, hardscapE 1.0 7,682
Total 7,682
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
43 Imp. 23,454 Roof, parking lot, hardscapE 1.0 23,454
Total 23,454
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
44 Imp. 42,291 Roof, parking lot, hardscapE 1.0 42,291
44 Perv. 15,102 Landscape, pervious area 0.1 1,510
Total 43,801
Storm Water Management Plan 1 0/18/201 1 Appendix 5
Fuscoe Engineering, lnc.Job No. 027'i 1-01
'
Soil Type IMP Name
D Flow Thru Planter 4 1
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Soil Type
D
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
555 1,000
IMP Name
Flow Thru Planter 42
Minimum Proposed
Area (s.f.) Area (s.f.)
307 600
IMP Name
Flow Thru Planter 43
Minimum Proposed
Area (s.f.) Area (s.f.)
938 1,000
IMP Name
Flow Thru Planter 44
Minimum Proposed
Area (s.f.) Area (s.f.)
1,752 1,800
IMP Area
IMP Area
IMP Area
IMP Area
Page 11 of 14
HCF( 'ki Ranch PA2 ( Fuscoe Engineering, lnc.Job No. 0212{ T -0 l
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
45 Imp. 20,706 Roof, parking lot, hardscape 1.0 20,706 D Permeable Paver Area 45
Total 20,706
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 828 1,785 IMP Area
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
46 Imp. 15,575 Roof, parking lot, hardscape 1.0 15,575 D Permeable Paver Area 46
Total 15,575
IMP Sizing
factor Minimum Proposed
(WQOnly) Area (s.f.) Area (s.f.)
0.04 623 T ,339 IMP Area
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
47 Imp. 13,736 Roof, parking lot, hardscape 1.0 13,736 D Flow Thru Planter 4 7
4 7 Perv. 2,91 0 Landscape, pervious area 0.1 291
Total 14,027
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 561 990 IMP Area
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
48 Imp. 5,929 Roof, parking lot, hardscape 1.0 5,929 D Permeable Paver Area 48
Total 5,929
IMP Sizing
factor Minimum Proposed
(WQ Only) Area (s.f.) Area (s.f.)
0.04 237 580 IMP Area
Storm Water Management Plan 1 0/18/2011 Appendix 5 Page 12 of 14
He( 'si Ranch PA2 (
\ Fuscoe Engineering, lnc.Job No. 0272( 1-01
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
49 Imp. 6,580 Roof, parking lot, hardscape 1.0 6,580
49 Perv. 818 Landscape, pervious area 0.1 82
Total 6,662
Soil Type IMP Name
D Flow Thru Planter 49
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
266 470
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
50 Imp. 7,187 Roof, parking lot, hardscape 1.0 7,187 D Flow Thru Planter 50
50 Perv. 1,547 Landscape, pervious area 0.1 155
Total 7,342
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
51 Imp. 1 0,060 Roof, parking lot, hardscape 1.0 10,060
51 Perv. 4,209 Landscape, pervious area 0.1 421
Total 10,481
DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
52 Imp. 8,003 Roof, parking lot, hardscape 1.0 8,003
52 Perv. 4,404 Landscape, pervious area 0.1 440
Total 8,443
Storm Water Management Plan 10/18/2011 Appendix 5
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
294 520
Soil Type IMP Name
D Flow Thru Planter 51
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
419 800
Soil Type IMP Name
D Flow Thru Planter 52
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
338 600
IMP Area
IMP Area
IMP Area
IMP Area
Page 13 of 14
He( 'lsi Ranch PA2 ( Fuscoe Engineering, lnc.Job No. 0272( )1-01
DMA Name DMA Area {s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name
53 Imp. 16,059 Roof, parking lot, hardscape 1.0 16,059 D Permeable Paver Area 53
Total 16,059
DMA Name DMA Area {s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor
54 Imp. 2,809 Roof, parking lot, hardscape 1 .0 2,809
54 Perv. 996 landscape, pervious area 0.1 100
Total 2,909
Storm Water Management Plan 10/18/2011 Appendix 5
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area {s.f.) Area {s.f.)
642 1,041
Soil Type IMP Name
D Flow Thru Planter 54
IMP Sizing
factor
(WQ Only)
0.04
Minimum Proposed
Area (s.f.) Area (s.f.)
116 300
IMP Area
IMP Area
Page 14 of 14