HomeMy WebLinkAboutSDP 2019-0012; RAF PACIFICA GROUP FUSION; HYDROLOGY REPORT; 2020-05-01HYDROLOGY STUDY
FOR
GRADING PERMIT
1950 CAMINO VIDA ROBLE
RAF PACIFICA GROUP FUSION -OUTDOOR AMENITY AREA
GR 2020-0006 / DWG 523-3A
(PRE 2019-0006 / DEV 2019-0138)
CITY OF CARLSBAD, CA
PREPARED FOR:
RAF PACIFICA GROUP-REAL ESTATE FUND IV, LLC
111 C STREET, SUITE 200
ENCINITAS, CA 92024
PH: (858) 314-3116
PREPARED BY:
PASCO LARET SUITER & AS SOCIA TES, INC.
535 N. HIGHWAY 101, SUITE A
SOLANA BEACH, CA 92075
PH: (858) 259-8212
Prepared: February 2020
Revised: April 2020
Final: May 2020
-~-~
TYLER G. LAWSON, RCE 80356 DATE
No. 80356
p. 12/31/
. .,-,
"" "--, ••• ,.i....._..J
Executive Summary
Introduction
Existing Conditions
Proposed Project
Conclusions
References
Methodology
Introduction
TABLE OF CONTENTS
County of San Diego Criteria
Runoff Coefficient Determination
Hydrology & Hydraulic Model Output
Pre-Developed Hydrologic Calculations ( 100-Year Event)
Post-Developed Hydrologic Calculations (100-Year Event)
Detention Analysis ( 100-Year Event)
Hydromodification Analysis
Storm Water Pollutant Control
Appendix
Hydrology Support Material
SECTION
1.0
1.1
1.2
1.3
1.4
1.5
2.0
2.1
2.2
2.3
3.0
3.1
3.2
3.3
3.4
3.5
4.0
PLSA 3140-02
1.0 EXECUTIVE SUMMARY
1.1 Introduction
This Hydrology Study / Drainage Report for the proposed development and outdoor
amenity area improvements at 1950 Camino Vida Roble has been prepared to analyze the
hydrologic and hydraulic characteristics of the existing and proposed project site. This
report intends to present both the methodology and the calculations used for determining
the runoff from the project site in both the pre-developed ( existing) conditions and the
post-developed (proposed) conditions produced by the 100-year, 6-hour storm.
1.2 Existing Conditions
The subject property is located in an industrial / business park at the intersections of
Kellogg A venue and Owens A venue with Camino Vida Roble in the City of Carlsbad.
Currently, the site consists of an existing commercial building used for office space, and
also includes a private drive aisle with various onsite parking including an onsite parking
lot on the eastern portion of the site. The site is bound to the north by another existing
commercial development, McClellan-Palomar Airport to the northeast, Kellogg A venue
to the west, Camino Vida Roble to the south, and Owens Avenue to the southeast.
Overflow parking for the McClellan-Palomar Airport borders the site to the east as well
near the terminus of Owens A venue. The project site is located in the Encinas
Hydrologic Sub-Area within the Carlsbad Watershed (904.40).
A study of the site's surrounding edge conditions by Pasco, Laret, Suiter & Associates
determined that the existing commercial development to the north, as well as curb &
gutter surface improvements along Kellogg A venue, Camino Vida Roble, and Owens
Avenue, preclude any offsite drainage from entering the subject property. The
McClellan-Palomar Airport overflow parking to the east collects runoff and drains to
private storm drain before discharging offsite as well, and it can be assumed there is no
cross-lot drainage entering the site across the eastern property line. After review of the
boundary conditions adjacent to the McClellan-Palomar Airport as well as as-built record
drawings for an existing private storm drain running through the site, the airport is
discharging storm water through the subject property toward Owens A venue
downstream. Based on published HGL information shown on DWG 241-6, it was
calculated that approximately 30.2 cfs is being conveyed from the airport through the site
by means of an existing 36" RCP private storm drain. For this analysis, the offsite flow
was ignored to compare pre-and post-developed peak discharge generated onsite only.
See additional discussion in Section 1.3 of the report regarding the relocation of the
existing 36" RCP private storm drain.
The existing onsite drainage can be categorized into four (4) major drainage basins, with
four (4) discharge locations from the subject property. However, as public storm drain
piping exists in the surrounding streets, all discharge from the site currently enters this
system and eventually confluences just south of the site at the intersection of Camino
Vida Roble and Owens A venue. From here, discharge is routed further south toward
Page 1 of 13
PLSA 3140-02
Palomar Airport Road by means of the aforementioned public storm drain piping, and
outlets on the surface to a detention basin located northeast of the intersection of Camino
Vida Roble and Palomar Airport Road.
The site itself primarily drains from north to south, with a local low point located at a
curb inlet on the north side of Owens Avenue at the Camino Vida Roble intersection.
The existing project site has a total area of 10.96 acres and is approximately 70%
impervious. A small portion 0.03-acre portion of the site in the northeast comer of the
property was excluded from the onsite hydrology calculations as it is upstream of an
existing brow ditch running along the property line. Per the Web Soil Survey application
available through the United States Department of Agriculture, the basin is generally
categorized to have group D soils. Based on the hydrologic soil type and existing land
use of Planned Industrial (P-M) per the City of Carlsbad zoning map, a pre-development
runoff coefficient of 0.85 was determined using Table 3-1 "Runoff Coefficients for
Urban Areas" of the San Diego County Hydrology Manual. This runoff coefficient was
used to calculate peak runoff generated by the onsite drainage basins in the existing
condition.
Using the Rational Method Procedure outlined in the San Diego County Hydrology
Manual, a peak flow rate and time of concentration were calculated for a 100-year, 6-
hour storm event for each of the onsite drainage basins. Table 1 below summarizes the
results of the Rational Method calculations.
EXISTING DRAINAGE FLOWS
DRAINAGE DRAINAGE Q100 lioo AREA AREA (CFS) (IN/HR) (ACRES)
EX-1 3.71 16.54 6.2
EX-2 3.03 15.86 6.14
EX-3 2.64 11.09 5.48
EX-4 1.55 9.40 7.11
*OFF-1 -30.22 -
Table 1. Existing Condition Peak Drainage Flow Rates
Table 1 above lists the peak flow rates for the project site in the existing condition for the
respective rainfall events. The offsite drainage basin was not considered in the analysis
to compare only the effects of the proposed development to the onsite drainage.
The four ( 4) streams were then confluenced using Advanced Engineering Software
(AES) to determine total peak flow generated onsite in the existing condition. This was
determined to be 49.69 cfs with a time of concentration of 6.29 minutes. Refer to pre-
development hydrology calculations included in Section 3.1 of this report for a detailed
Page 2 of 13
PLSA 3140-02
analysis of the existing drainage basins, as well as a pre-development hydrology node
map included in the appendix of this report for pre-development drainage basin
delineation and discharge locations.
1.3 Proposed Project
The proposed project includes the construction of an outdoor amenity area for the
existing commercial building. Separate from the amenities that include a basketball court
bocce ball courts, a 20-foot-wide fire access road along with miscellaneous surface,
utility, and retaining wall improvements are proposed. Onsite grading to construct the
amenity area is also necessitated. The proposed building is to remain and be protected in
place as shown on the project precise grading plan under separate cover (DWG 523-3A).
Similar to the pre-project condition, the proposed onsite drainage can be categorized into
four (4) major drainage basins, with four (4) discharge locations from the subject
property. The entirety of the proposed drainage basin is approximately 10.93 acres as in
the existing condition, as the 0.03-acre portion of the site upstream of a brow ditch
routing off site runoff through the property was excluded from the hydrology calculations.
Basin EX-1 covering the western portion of the property remains undisturbed and
unchanged in the proposed condition. The remaining onsite major drainage basins have
been altered slightly, but continue to convey runoff to the same points of discharge as in
the pre-project state.
The project proposes to reroute a portion of the existing private 36" RCP storm drain
running north-to-south through the property out of the proposed amenity improvements.
An additional hydraulic analysis is not required to confirm this private storm drain piping
is adequately sized, as the pipe capacity of the system will not be altered, nor will
additional flows be routed to this stretch of piping than those which exist in the pre-
project state. Published HGL information on record drawing DWG 241-6 shows that the
pipe should be flowing less than half-full while conveying peak runoff generated by the
100-year storm event, so sufficient capacity exists.
Based on the hydrologic soil type and proposed land use of Planned Industrial (P-M) per
the City of Carlsbad zoning map, a post-development runoff coefficient of 0.85 was
determined using Table 3-1 "Runoff Coefficients for Urban Areas" of the San Diego
County Hydrology Manual. This runoff coefficient was used to calculate peak runoff
generated by the onsite drainage basins in the proposed condition (as well as the existing
condition). Using the Rational Method Procedure outlined in the San Diego County
Hydrology Manual, a peak flow rate and time of concentration were calculated for a 100-
year, 6-hour storm event for each of the onsite drainage basins. Table 2 below
summarizes the results of the Rational Method calculations.
Page 3 of 13
PLSA 3140-02
PROPOSED DRAINAGE FLOWS
DRAINAGE
Q100 DRAINAGE 1100 AREA AREA (CFS) (IN/HR) (ACRES)
EX-l 3.71 16.53 6.19
PR-l. l 1.65 8.60 6.01
PR-1.2 1.29 7.60 7.11
PR-2 2.75 11.14 5.42
PR-3 1.53 9.25 7.11
*OFF-l -30.22 -
Table 2. Proposed Condition Peak Drainage Flow Rates
The four ( 4) streams were then confluenced using Advanced Engineering Software
(AES) to determine total peak flow generated onsite in the proposed condition, in order to
compare to pre-developed conditions. This was determined to be 48.25 cfs with a time of
concentration of 6.56 minutes, a decrease of 1.44 cfs compared to the existing condition.
Refer to post-development hydrology calculations included in Section 3.2 of this report
for a detailed analysis of the proposed drainage basin, as well as a post-development
hydrology node map included in the appendix of this report for post-development
drainage basin delineation and discharge locations.
In an effort to comply with the City of Carlsbad storm water standards, the proposed site
has also incorporated LID design techniques to optimize the site layout. Runoff from
proposed hardscape areas will be directed to landscaped areas in an effort to disperse
drainage to pervious surfaces. Landscaping will remove sediment and particulate-bound
pollutants from storm water and will assist in decreasing peak runoff by slightly
increasing the site's overall time of concentration. Additional site design and source
control measures will be implemented as applicable.
1.4 Conclusions
Based upon the analysis included in this report, there is a decrease in peak runoff as a
result of the proposed development. Similar to the existing condition, the post-developed
site will discharge from the property at four (4) different locations and connect to the
existing buried public storm drain network. Once in the storm drain, all runoff leaving
the property will eventually confluence at the intersection of Camino Vida Roble and
Owens A venue prior to traveling south to outlet to a detention basin just north of Palomar
Airport Road. Water will not be diverted away from existing drainage patterns, and the
proposed development and resulting peak runoff will not have an adverse effect on the
downstream watershed.
Page 4 of 13
PLSA 3140-02
1.5 References
"San Diego County Hydrology Manual", revised June 2003, County of San Diego,
Department of Public Works, Flood Control Section.
"San Diego County Hydraulic Design Manual", revised October 2012, County of San
Diego, Department of Public Works, Flood Control Section
"City of Carlsbad Engineering Standards, Volume 5: Carlsbad BMP Design Manual
(Post Construction Treatment BMPs) ", revised February 2016
"Low Impact Development Handbook-Stormwater Management Strategies", revised
July 2014, County of San Diego, Department of Public Works
Soil Survey Staff, Natural Resources Conservation Service, United States Department of
Agriculture. Web Soil Survey. Available online at http://m:bsoilsun cv .nrcs.usda.go\.
Accessed July 20, 2015
Page 5 of 13
PLSA 3140-02
2.0 METHODOLOGY
2.1 Introduction
The hydrologic model used to perform the hydrologic analysis presented in this report
utilizes the Rational Method (RM) equation, Q=CIA. The RM formula estimates the
peak rate of runoff based on the variables of area, runoff coefficient, and rainfall
intensity. The rainfall intensity (I) is equal to:
I= 7.44 X P6 X D"0645
Where:
I = Intensity (in/hr)
P6 = 6-hour precipitation (inches)
D = duration (minutes -use Tc)
Using the Time of Concentration (Tc), which is the time required for a given element of
water that originates at the most remote point of the basin being analyzed to reach the
point at which the runoff from the basin is being analyzed. The RM equation determines
the storm water runoff rate (Q) for a given basin in terms of flow (typically in cubic feet
per second (cfs) but sometimes as gallons per minute (gpm)). The RM equation is as
follows:
Where:
Q=CIA
Q = flow (in cfs)
C = runoff coefficient, ratio of rainfall that produces storm water
runoff (runoff vs. infiltration/evaporation/absorption/etc)
I= average rainfall intensity for a duration equal to the Tc for the
area, in inches per hour.
A = drainage area contributing to the basin in acres.
The RM equation assumes that the storm event being analyzed delivers precipitation to
the entire basin uniformly, and therefore the peak discharge rate will occur when a
raindrop that falls at the most remote portion of the basin arrives at the point of analysis.
The RM also assumes that the fraction of rainfall that becomes runoff or the runoff
coefficient C is not affected by the storm intensity, I, or the precipitation zone number.
Page 6 of 13
PLSA 3140-02
2.2 County of San Diego Criteria
As defined by the County Hydrology Manual dated June 2003, the rational method is the
preferred equation for determining the hydrologic characteristics of basins up to
approximately one square mile in size. The County of San Diego has developed its own
tables, nomographs, and methodologies for analyzing storm water runoff for areas within
the county. The County has also developed precipitation isopluvial contour maps that
show even lines of rainfall anticipated from a given storm event (i.e. 100-year, 6-hour
storm).
One of the variables of the RM equation is the runoff coefficient, C. The runoff
coefficient is dependent only upon land use and soil type and the County of San Diego
has developed a table of Runoff Coefficients for Urban Areas to be applied to basin
located within the County of San Diego. The table categorizes the land use, the
associated development density ( dwelling units per acre) and the percentage of
impervious area. Each of the categories listed has an associated runoff coefficient, C, for
each soil type class.
The County has also illustrated in detail the methodology for determining the time of
concentration, in particular the initial time of concentration. The County has adopted the
Federal Aviation Agency's (FAA) overland time of flow equation. This equation
essentially limits the flow path length for the initial time of concentration to lengths under
100 feet, and is dependent on land use and slope. The time of concentration minimum is
5 minutes per the County of San Diego requirements.
2.3 Runoff Coefficient Determination
As stated in section 2.2, the runoff coefficient is dependent only upon land use and soil
type and the County of San Diego has developed a table of Runoff Coefficients for Urban
Areas to be applied to basin located within the County of San Diego. The table, included
at the end of this section, categorizes the land use, the associated development density
( dwelling units per acre) and the percentage of impervious area.
2.4 AES Rational Method Computer Model
The Rational Method computer program developed by Advanced Engineering Software
(AES) satisfies the County of San Diego design criteria, therefore it is the computer
model used for this study. The AES hydrologic model is capable of creating independent
node-link models of each interior drainage basin and linking these sub-models together at
confluence points to determine peak flow rates. The program utilizes base information
input by the user to perform calculations for up to 15 hydrologic processes. The required
base information includes drainage basin area, storm water facility locations and sizes,
land uses, flow patterns, and topographic elevations. The hydrologic conditions were
analyzed in accordance with the 2003 County of San Diego Hydrology Manual criteria as
follows:
Page 7 of 13
Design Storm 100-year, 6-hour
2.7 inches
PLSA 3140-02
100-year, 6-hour Precipitation
Rainfall Intensity Based on the 2003 County of San Diego
Hydrology Manual criteria
Runoff Coefficient
Soil Type
Runoff Coefficient for Urban Areas based
on Land Use per Table 3-1 of SDHDM
Hydrologic Soils Group D
2.4.1 AES Computer Model Code Information
0: Enter Comment
2: Initial Subarea Analysis
3: Pipe/Box/Culvert Travel Time
5: Open Channel Travel Time
7: User-Specified hydrology data at Node
8: Addition of sub-area runoff to Main Stream
10: Copy Main Stream data onto a Memory Bank
11: Confluence Memory Bank data with Main Stream
13: Clear the Main Stream
Page 8 of 13
3.0 HYDROLOGY MODEL OUTPUT
3.1 Pre-Developed Hydrologic Model Output (100-Year Event)
Pre-Development:
*Rational Method Equation
PLSA 3140-02
Q=CIA
P100 = 2.7 * 100-Year, 6-Hour Rainfall Precipitation
Total Project Site
Total Area= 477,340 sf-+ 10.958 Acres
Impervious Area= 332,500 sf-+ 7.633 Acres
Pervious Area= 144,840 sf-+ 3.325 Acres
C, Runoff Coefficient for Urban Areas based on Land Use,
-0.85, C value per SDHDM Table 3-1
*Type D Soils, Office Professional / Commercial and Limited Industrial
Land Use per City of Carlsbad zoning map (Planned Industrial P-M)
-0.35, C value per SDHDM Table 3-1
*Type D Soils, Permanent Open Space for Initial Overland Flow
Basin EX-1 (Discharge to public storm drain in Camino Vida Roble)
Total Area= 161,570 sf-+ 3.709 Acres
Total Area Basin EX-1.1 = 34,617 sf ➔ 0. 795 Acres
C = 0.85
Total Area Basin EX-1.2 = 126,953 sf ➔ 2.914 Acres
C = 0.85
Peak Discharge:
Tc= 6.19 min (See attached A.E.S. analysis for details)
Q100 = 16.54 cfs (See attached A.E.S. analysis for details)
A= 3.7 Acres
Basin EX-2
Total Area= 131,805 sf-+ 3.026 Acres
C = 0.85
Peak Discharge:
Tc= 6.29 min (See attached A.E.S. analysis for details)
Q100 = 15.86 cfs (See attached A.E.S. analysis for details)
A= 3.0 Acres
Page 9 of 13
Basin EX-3
Total Area= 114,945 sf-+ 2.639 Acres
C = 0.85
Peak Discharge:
Tc= 7.55 min (See attached A.E.S. analysis for details)
Q100 = 12.22 cfs (See attached A.E.S. analysis for details)
A= 3.71 Acres
Basin EX-4
Total Area= 67,720 sf-+ 1.555 Acres
C = 0.85
Tc= 5.0 Min (minimum for small areas)
P6= 2.7
I = 7.44 X p 6 X o-0 645
1 = 7.44 x 2.1 x 5.o-0645 :::::: 1.11 in/hr
l100:::::: 7.11 in/hr
Q100 = 0.85 x 7.11 in/hr x 1.555 Ac= 9.4 cfs
**Total Pre-Development (Discharge Leaving Site):
Basin EX-1 Q100 = 16.54 cfs
Basin EX-2 Q100 = 15.86 cfs
Basin EX-3 Qrno = 11.09 cfs
Basin EX-4 Q100 = 9.4 cfs
PLSA 3140-02
Total Q100 = 49.69 cfs (all 4 streams were confluenced using AES for total peak flow)
Tc= 6.29 min
**Note: Offsite 100-year storm discharge from McClellan-Palomar Airport through
the site per City of Carlsbad DWG 241-6 was determined to be ~30.2 cfs (published
HGL of 1.3' above invert for 36-inch RCP storm drain at 2.5% slope). This flow
was not considered in the overall pre-vs post-development conditions in order to
compare the peak discharge generated by the proposed onsite improvements only.
Page 10 of 13
3140EX00.txt
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1452
Analysis prepared by:
PASCO LARET SUITER & ASSOCIATES
535 NORTH HIGHWAY 101, STE A
SOLANA BEACH, CA 92075
858-259-8212
************************** DESCRIPTION OF STUDY**************************
* 3140 RAF PACIFICA GROUP FUSION -OUTDOOR AMENITY AREA *
* ONSITE EXISTING CONDITION *
* 100-YR *
**************************************************************************
FILE NAME: 3140EX00.DAT
TIME/DATE OF STUDY: 10:50 04/21/2020
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES)= 2.700
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90
SAN DIEGO HYDROLOGY MANUAL "("-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) (n)
====== ====== =======
1 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)
Page 1
3140EX00.txt
2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .3500
S.C.S. CURVE NUMBER (AMC II)= 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00
UPSTREAM ELEVATION(FEET) = 292.00
DOWNSTREAM ELEVATION(FEET) = 257.24
ELEVATION DIFFERENCE(FEET) = 34.76
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.427
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.747
SUBAREA RUNOFF(CFS) = 0.32
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.32
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 257.24 DOWNSTREAM(FEET) = 255.00
FLOW LENGTH(FEET) = 198.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.64
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 0.32
PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 6.68
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 273.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.903
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .3500
S.C.S. CURVE NUMBER (AMC II)= 0
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3500
SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = 1.36
Page 2
3140EX00.txt
TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 1.64
TC(MIN.) = 6.68
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 250.50 DOWNSTREAM(FEET) = 246.10
FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.77
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 1.64
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.80
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 338.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
===============---=====-----====-------===----------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 246.10 DOWNSTREAM(FEET) = 242.50
FLOW LENGTH(FEET) = 355.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.31
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 1.64
PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 8.17
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 693.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 242.50 DOWNSTREAM(FEET) =
FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.28
ESTIMATED PIPE DIAMETER(INCH) = 12.00
PIPE-FLOW(CFS) = 1.64
NUMBER OF PIPES=
PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) =
1
241.25
LONGEST FLOWPATH FROM NODE 100.00 TO NODE
8.66
105.00 = 818.00 FEET.
Page 3
3140EX00.txt
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 8.66
RAINFALL INTENSITY(INCH/HR) = 4.99
TOTAL STREAM AREA(ACRES) = 0.79
PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.64
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 254.70
DOWNSTREAM ELEVATION(FEET) = 252.00
ELEVATION DIFFERENCE(FEET) = 2.70
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.836
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH= 77.00
(Reference: Table 3-18 of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.79
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.79
****************************************************************************
FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 252.00 DOWNSTREAM(FEET) = 246.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 625.00 CHANNEL SLOPE= 0.0096
CHANNEL BASE(FEET) = 3.00 "Z" FACTOR= 20.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.200
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
Page 4
3140EX00.txt
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.14
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.11
AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 3.35
Tc(MIN.) = 6.19
SUBAREA AREA(ACRES) = 2.79 SUBAREA RUNOFF(CFS) = 14.68
AREA-AVERAGE RUNOFF COEFFICIENT= 0.850
TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 15.36
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 3.62
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 725. 00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 122.00 TO NODE 105.00 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.) = 6.19
RAINFALL INTENSITY(INCH/HR) = 6.20
TOTAL STREAM AREA(ACRES) = 2.91
PEAK FLOW RATE(CFS) AT CONFLUENCE= 15.36
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.64 8.66 4.991 0.79
2 15.36 6.19 6.200 2.91
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 16.54 6.19 6.200
2 14.01 8.66 4.991
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 16.54 Tc(MIN.) = 6.19
TOTAL AREA(ACRES) = 3.7
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 818.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE= 31
Page 5
3140EX00.txt
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 241.25 DOWNSTREAM(FEET) = 239.90
FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.26
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 16.54
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.23
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 848.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 250.00 TO NODE 251.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 253.70
DOWNSTREAM ELEVATION(FEET) = 248.10
ELEVATION DIFFERENCE(FEET) = 5.60
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.420
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH= 91.20
(Reference: Table 3-lB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
SUBAREA RUNOFF(CFS) = 1.71
TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 1.71
****************************************************************************
FLOW PROCESS FROM NODE 250.00 TO NODE 251.00 IS CODE= 22
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
Page 6
3140EX00.txt
USER SPECIFIED Tc(MIN.) = 5.000
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
SUBAREA RUNOFF(CFS) = 1.71
TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 1.71
****************************************************************************
FLOW PROCESS FROM NODE 251.00 TO NODE 252.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 246.40 DOWNSTREAM(FEET) =
FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.74
ESTIMATED PIPE DIAMETER(INCH) = 9.00
PIPE-FLOW(CFS) = 1.71
NUMBER OF PIPES=
PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) =
1
243.10
LONGEST FLOWPATH FROM NODE 250.00 TO NODE
5.84
252.00 = 240.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 251.00 TO NODE 252.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.433
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8500
SUBAREA AREA(ACRES) = 1.46 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) =
TC(MIN.) = 5.84
8.00
9.54
****************************************************************************
FLOW PROCESS FROM NODE 252.00 TO NODE 253.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 243.10 DOWNSTREAM(FEET) =
FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.19
ESTIMATED PIPE DIAMETER(INCH) = 15.00
PIPE-FLOW(CFS) = 9.54
NUMBER OF PIPES=
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) =
1
239.00
LONGEST FLOWPATH FROM NODE 250.00 TO NODE
6.05
253.00 = 365.00 FEET.
Page 7
3140EX00.txt
****************************************************************************
FLOW PROCESS FROM NODE 253.00 TO NODE 254.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
-=--------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 239.00 DOWNSTREAM(FEET) = 236.20
FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.30
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 9.54
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 6.24
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 254.00 = 470.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 252.00 TO NODE 254.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.169
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8500
SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 3.0 TOTAL RUNOFF(CFS) =
TC(MIN.) = 6.24
6.71
15.86
****************************************************************************
FLOW PROCESS FROM NODE 254.00 TO NODE 255.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 236.20 DOWNSTREAM(FEET) 216.70
FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 24.95
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 15.86
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.29
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 255.00 = 545.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 106.00 TO NODE 255.00 IS CODE= 11
Page 8
3140EX00.txt
>>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN-STREAM MEMORY<<<<<
=---------------------------------------------------------------------------
** MAIN STREAM CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 15.86 6.29 6.137 3.03
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 255.00 = 545.00 FEET.
** MEMORY BANK# 1 CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 16.54 6.23 6.176 3.71
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 255.00 = 848.00 FEET.
** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 32.25 6.23 6.176
2 32.30 6.29 6.137
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 32.30 Tc(MIN.) = 6.29
TOTAL AREA(ACRES) = 6.7
****************************************************************************
FLOW PROCESS FROM NODE 106.00 TO NODE 255.00 IS CODE= 12
>>>>>CLEAR MEMORY BANK# 1 <<<<<
=-------=-------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE 255.00 TO NODE 255.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
===-----===-------==--------------------------------------------------------
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .3500
S.C.S. CURVE NUMBER (AMC II)= 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 298.00
DOWNSTREAM ELEVATION(FEET) = 267.50
Page 9
3140EX00.txt
ELEVATION DIFFERENCE(FEET) = 30.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 1.08
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.08
****************************************************************************
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 267.50 DOWNSTREAM(FEET) = 249.80
CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE= 0.0521
CHANNEL BASE(FEET) = 3.00 "Z" FACTOR= 20.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.568
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.05
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.43
AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 1.04
Tc(MIN.) = 7.31
SUBAREA AREA(ACRES) = 2.14 SUBAREA RUNOFF(CFS) = 10.12
AREA-AVERAGE RUNOFF COEFFICIENT= 0.755
TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 11.09
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 6.19
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 440.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 244.10 DOWNSTREAM(FEET) = 241.70
FLOW LENGTH(FEET) = 87.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.06
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 11.09
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 7.45
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 527.00 FEET.
Page 10
3140EX00.txt
****************************************************************************
FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 241.70 DOWNSTREAM(FEET) = 222.00
FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 23.45
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 11.09
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.51
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 602.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 255.00 TO NODE 304.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.09 7.51 5.473
LONGEST FLOWPATH FROM NODE 300.00 TO NODE
** MEMORY BANK# 1 CONFLUENCE DATA**
STREAM
NUMBER
1
LONGEST
** PEAK
STREAM
NUMBER
1
2
RUNOFF Tc
(CFS) (MIN.)
32.30 6.29
FLOWPATH FROM NODE
FLOW RATE TABLE**
RUNOFF Tc
(CFS) (MIN.)
41.58 6.29
39.89 7.51
INTENSITY
(INCH/HOUR)
6.137
100.00 TO NODE
INTENSITY
(INCH/HOUR)
6.137
5.473
AREA
(ACRE)
2.64
304.00
AREA
(ACRE)
6.74
304.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 41.58 Tc(MIN.) = 6.29
TOTAL AREA(ACRES) = 9.4
= 602.00 FEET.
= 848.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
Page 11
3140EX00.txt
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.29
RAINFALL INTENSITY(INCH/HR) = 6.14
TOTAL STREAM AREA(ACRES) = 9.37
PEAK FLOW RATE(CFS) AT CONFLUENCE= 41.58
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE= 7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.11
TOTAL AREA(ACRES) = 1.55 TOTAL RUNOFF(CFS) = 9.40
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 304.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.00
RAINFALL INTENSITY(INCH/HR) = 7.11
TOTAL STREAM AREA(ACRES) = 1.55
PEAK FLOW RATE(CFS) AT CONFLUENCE= 9.40
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 41.58 6.29 6.137 9.37
2 9.40 5.00 7.114 1. 55
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 42.48 5.00 7.114
2 49.69 6.29 6.137
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 49.69 Tc(MIN.) = 6.29
TOTAL AREA(ACRES) = 10.9
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 304.00 =
Page 12
848.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) =
PEAK FLOW RATE(CFS) =
3140EX00.txt
10.9 TC(MIN.) =
49.69
END OF RATIONAL METHOD ANALYSIS
Page 13
6.29
3.2 Post-Developed Hydrologic Model Output (100-Year Event)
Post-Development (without considering HMP/BMP treatment):
*Rational Method Equation
PLSA 3140-02
Q=CIA
P100= 2.7 * 100-Year, 6-Hour Rainfall Precipitation
Total Proiect Site
Total Area= 477,340 sf-+ 10.958 Acres
Impervious Area= 329,460 sf-+ 7.563 Acres
Pervious Area= 147,880 sf-+ 3.395 Acres
C, Runoff Coefficient for Urban Areas based on Land Use,
-0.85, C value per SDHDM Table 3-1
*Type D Soils, Office Professional / Commercial and Limited Industrial
Land Use per City of Carlsbad zoning map (Planned Industrial P-M)
-0.35, C value per SDHDM Table 3-1
*Type D Soils, Permanent Open Space for Initial Overland Flow
Basin EX-1
Total Area= 161,570 sf-+ 3.71 Acres
Total Area Basin EX-1. 1 = 34,617 sf ➔ 0.795 Acres
C = 0.85
Total Area Basin EX-1.2 = 126,953 sf ➔ 2.914 Acres
C = 0.85
Peak Discharge:
Tc= 6.24 min (See attached A.E.S. analysis for details)
Qrno = 16.53 cfs (See attached A.E.S. analysis for details)
A= 3.7 Acres
Basin PR-1
Total Area= 127,865 sf-+ 2.94 Acres
Total Area Basin PR-1.1 = 1.65 Acres
C = 0.85
Total Area Basin PR-1.2 = 1.19 Acres
C = 0.85
Total Area Basin PR-1.3 = 0.10 Acres
C = 0.85
Peak Discharge:
Tc-PR-1.1 = 6.50 min, Tc-PR-1.2 = 4.53 min (See attached A.E.S. analysis for details)
Qrno-PR-1.1 = 8.60 cfs, Q100-PR-1.2 = 7.60 cfs (See attached A.E.S. analysis for details)
AToT = 2.9 Acres
Page 11 of 13
Basin PR-2
Total Area= 119,560 sf-+ 2.75 Acres
C = 0.85
Peak Discharge:
Tc= 7.71 min (See attached A.E.S. analysis for details)
Q100 = 11.14 cfs (See attached A.E.S. analysis for details)
A= 2.75 Acres
Basin PR-3
Total Area= 66,690 sf-+ 1.530 Acres
C = 0.85
Tc= 5.0 Min (minimum for small areas)
P6= 2.7
1 = 7.44 x P6 x D-0645
1 = 7.44 x 2.1 x 5.o-0645 ~ 1.11 in/hr
l100~ 7.11 in/hr
Q100 = 0.85 x 7.11 in/hr x 1.530 Ac= 9.25 cfs
**Total Post-Development (Discharge Leaving Site):
Basin EX-1 Q100 = 16.53 cfs
Basin PR-1.1 Q100 = 8.60 cfs
Basin PR-1.2 0100 = 7.60 cfs
Basin PR-1 Q100 (PR-1.1 + PR-1.2 + PR-1.3) =
Basin PR-2 Qrno = 11.14 cfs
Basin PR-3 Q100 = 9.25 cfs
PLSA 3140-02
Total Q100 = 48.25 cfs (all 4 streams were confluenced using AES for total peak flow)
Tc= 6.56 min
**Note: Offsite 100-year storm discharge from McClellan-Palomar Airport through
the site per City of Carlsbad DWG 241-6 was determined to be ~30.2 cfs (published
HGL of 1.3' above invert for 36-inch RCP storm drain at 2.5% slope). This flow
was not considered in the overall pre-vs post-development conditions in order to
compare the peak discharge generated by the proposed onsite improvements only.
Pre-Development vs. Post-Development (Discharge Leaving Site):
Pre-Development
Q100 = 49.69 cfs
Post-Development
Q100 = 48.25 cfs
Delta
-1.44 cfs
Page 12 of 13
PLSA 3140-02
3.3 Detention Analysis (100-Y ear Event)
The onsite biofiltation basin BMP provides pollutant control, hydromodification
management to satisfy requirements of the MS4 Permit (See brief discussion in Section
3.4 below and Storm Water Quality Management Plan under separate cover for HMP
analysis), as well as mitigation of the 100-year, 6-hour storm event peak flow rate.
HydroCAD-10 has the ability to route the 100-year, 6-hour storm event inflow
hydrograph (generated and modeled using RatHydro, which is a Rational Method Design
Storm Hydrograph software that creates a hydrograph using the results of the Rational
Method calculations) through the biofiltration BMP facility. Based on the BMP cross-
section geometry, incremental stage-storage volume, and outlet structure data,
HydroCAD-10 has the ability to calculate the detained peak flow rate and detained time
to peak. However, it was determined from the results of the Rational Method analysis
comparing post-developed peak flows to the existing site conditions that runoff is
reduced in the proposed condition, and thus an additional 100-year, 6-hour storm
detention analysis was not performed. It can be assumed that the proposed biofiltration
basin further assists to mitigate peak runoff generated by the proposed outdoor amenity
area to values well beneath pre-project conditions.
3.4 Hydromodification Analysis
Refer to the project Storm Water Quality Management Plan prepared by Pasco, Laret,
Suiter & Associates under separate cover for discussion of hydromodification
management strategy and compliance to satisfy the requirements of the MS4 Permit.
3.5 Storm Water Pollutant Control
To meet the requirements of the MS4 Permit, the HMP biofiltration facility is designed to
treat onsite storm water pollutants contained in the volume of runoff from a 24-hour, 85th
percentile storm event by filtering runoff through an engineered soil layer and gravel
layer. Refer to the project Storm Water Quality Management Plan prepared by Pasco,
Laret, Suiter & Associates under separate cover for discussion of pollutant control.
Page 13 of 13
3140EXPR.TXT
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1452
Analysis prepared by:
PASCO LARET SUITER & ASSOCIATES
535 NORTH HIGHWAY 101, STE A
SOLANA BEACH, CA 92075
858-259-8212
************************** DESCRIPTION OF STUDY**************************
* 3140 RAF PACIFICA GROUP FUSION -OUTDOOR AMENITY AREA *
* ONSITE PROPOSED CONDITION *
* 100-YR *
**************************************************************************
FILE NAME: 3140EXPR.DAT
TIME/DATE OF STUDY: 14:10 04/22/2020
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES)= 2.700
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90
SAN DIEGO HYDROLOGY MANUAL "("-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) (n)
======
1 30.0 20.0 0.018/0.018/0.020 0.67
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth= 0.00 FEET
Page 1
====== =======
2.00 0.0313 0.167 0.0150
3140EXPR.TXT
as (Maximum Allowable Street Flow Depth) -(Top-of-Curb)
2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------=-===-------
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .3500
S.C.S. CURVE NUMBER (AMC II)= 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00
UPSTREAM ELEVATION(FEET) = 292.00
DOWNSTREAM ELEVATION(FEET) = 257.24
ELEVATION DIFFERENCE(FEET) = 34.76
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.427
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.747
SUBAREA RUNOFF(CFS) = 0.62
TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.62
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
-------------------------------------------------------------========--=====
ELEVATION DATA: UPSTREAM(FEET) = 257.24 DOWNSTREAM(FEET) = 255.00
FLOW LENGTH(FEET) = 198.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.13
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 0.62
PIPE TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 6.48
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 273.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.017
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .3500
S.C.S. CURVE NUMBER (AMC II)= 0
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3500
Page 2
SUBAREA AREA(ACRES) =
TOTAL AREA(ACRES) =
TC(MIN.) = 6.48
0.53
0.8
3140EXPR.TXT
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
1.12
1.67
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 250.50 DOWNSTREAM(FEET) =
FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.81
ESTIMATED PIPE DIAMETER(INCH) = 9.00
PIPE-FLOW(CFS) = 1.67
NUMBER OF PIPES=
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) =
1
246.10
LONGEST FLOWPATH FROM NODE 100.00 TO NODE
6.61
103.00 = 338.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 246.10 DOWNSTREAM(FEET) =
FLOW LENGTH(FEET) = 355.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.32
ESTIMATED PIPE DIAMETER(INCH) = 12.00
PIPE-FLOW(CFS) = 1.67
NUMBER OF PIPES=
PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) =
1
242.50
LONGEST FLOWPATH FROM NODE 100.00 TO NODE
7.97
104.00 = 693.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 242.50 DOWNSTREAM(FEET) = 241.25
FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.30
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 1.67
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 8.46
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 818.00 FEET.
Page 3
3140EXPR.TXT
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 8.46
RAINFALL INTENSITY(INCH/HR) = 5.07
TOTAL STREAM AREA(ACRES) = 0.79
PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.67
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 254.70
DOWNSTREAM ELEVATION(FEET) = 252.00
ELEVATION DIFFERENCE(FEET) = 2.70
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.836
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH= 77.00
(Reference: Table 3-18 of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.79
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.79
****************************************************************************
FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 252.00 DOWNSTREAM(FEET) = 246.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 625.00 CHANNEL SLOPE= 0.0096
CHANNEL BASE(FEET) = 3.00 "Z'' FACTOR= 20.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.193
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
Page 4
3140EXPR.TXT
S.C.S. CURVE NUMBER (AMC II)= 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.12
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.10
AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 3.36
Tc(MIN.) = 6.20
SUBAREA AREA(ACRES) = 2.78 SUBAREA RUNOFF(CFS) = 14.62
AREA-AVERAGE RUNOFF COEFFICIENT= 0.850
TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 15.30
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 3.60
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 725.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 122.00 TO NODE 105.00 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.) = 6.20
RAINFALL INTENSITY(INCH/HR) = 6.19
TOTAL STREAM AREA(ACRES) = 2.91
PEAK FLOW RATE(CFS) AT CONFLUENCE= 15.30
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.67 8.46 5.068 0.79
2 15.30 6.20 6.193 2.91
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 16.53 6.20 6.193
2 14.19 8.46 5.068
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 16.53 Tc(MIN.) = 6.20
TOTAL AREA(ACRES) = 3.7
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 818. 00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE
Page 5
106.00 IS CODE= 31
3140EXPR.TXT
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 241.25 DOWNSTREAM(FEET) = 239.90
FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.26
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 16.53
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.24
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 848.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 250.00 TO NODE 251.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 253.70
DOWNSTREAM ELEVATION(FEET) = 248.10
ELEVATION DIFFERENCE(FEET) = 5.60
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.420
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH= 91.20
(Reference: Table 3-lB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
SUBAREA RUNOFF(CFS) = 1.72
TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 1.72
****************************************************************************
FLOW PROCESS FROM NODE 250.00 TO NODE 251.00 IS CODE= 22
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
Page 6
3140EXPR.TXT
S.C.S. CURVE NUMBER (AMC II)= 0
USER SPECIFIED Tc(MIN.) = 5.000
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
SUBAREA RUNOFF(CFS) = 1.72
TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 1.72
****************************************************************************
FLOW PROCESS FROM NODE 251.00 TO NODE 252.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 246.40 DOWNSTREAM(FEET) = 243.90
FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.61
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 1.72
PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 5.76
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 252.00 = 285.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 252.00 TO NODE 253.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 243.90 DOWNSTREAM(FEET) = 239.00
FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.57
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 1.72
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 6.17
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 253.00 = 445.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 252.00 TO NODE 253.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.215
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8500
SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 1.5 TOTAL RUNOFF(CFS) =
Page 7
6.17
7.67
3140EXPR.TXT
TC(MIN.) = 6.17
****************************************************************************
FLOW PROCESS FROM NODE 253.00 TO NODE 254.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 239.00 DOWNSTREAM(FEET) = 234.00
FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.29
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 7.67
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.31
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 254.00 = 540.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 253.00 TO NODE 254.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.125
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8500
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) =
TC(MIN.) = 6.31
1.04
8.60
****************************************************************************
FLOW PROCESS FROM NODE 254.00 TO NODE 255.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 233.80 DOWNSTREAM(FEET) = 233.00
FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.53
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 8.60
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 6.50
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 255.00 = 615.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 255.00 TO NODE
Page 8
255.00 IS CODE= 1
3140EXPR.TXT
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.50
RAINFALL INTENSITY(INCH/HR) = 6.01
TOTAL STREAM AREA(ACRES) = 1.65
PEAK FLOW RATE(CFS) AT CONFLUENCE= 8.60
****************************************************************************
FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00
UPSTREAM ELEVATION(FEET) = 253.40
DOWNSTREAM ELEVATION(FEET) = 251.80
ELEVATION DIFFERENCE(FEET) = 1.60
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.145
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH= 71.67
(Reference: Table 3-18 of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
SUBAREA RUNOFF(CFS) = 1.08
TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 1.08
****************************************************************************
FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 244.80 DOWNSTREAM(FEET) = 243.20
FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.52
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 1.08
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 3.53
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 195.00 FEET.
****************************************************************************
Page 9
3140EXPR.TXT
FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
------------------------------------------------------------------===---====
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8500
SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) =
TC(MIN.) = 3.53
1.87
2.95
****************************************************************************
FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 243.20 DOWNSTREAM(FEET) = 241.90
FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.78
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 2.95
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 3.78
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 503.00 = 280.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8500
SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) =
TC(MIN.) = 3.78
1.08
4.03
****************************************************************************
FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
Page 10
3140EXPR.TXT
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 241.90 DOWNSTREAM(FEET) = 239.00
FLOW LENGTH(FEET) = 195.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.00
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 4.03
PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 4.32
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 475.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8500
SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.32
3.15
7.18
****************************************************************************
FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 239.00 DOWNSTREAM(FEET) = 226.00
FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.14
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 7.18
PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 4.53
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 505.00 = 645.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
Page 11
3140EXPR.TXT
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .3500
S.C.S. CURVE NUMBER (AMC II)= 0
AREA-AVERAGE RUNOFF COEFFICIENT= 0.7870
SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.53
0.43
7.60
****************************************************************************
FLOW PROCESS FROM NODE 505.00 TO NODE 255.00 rs 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.) = 4.53
RAINFALL INTENSITY(INCH/HR) = 7.11
TOTAL STREAM AREA(ACRES) = 1.36
PEAK FLOW RATE(CFS) AT CONFLUENCE= 7.60
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 8.60 6.50 6.008 1.65
2 7.60 4.53 7.114 1. 36
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 13.60 4.53 7.114
2 15.02 6.50 6.008
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 15.02 Tc(MIN.) = 6.50
TOTAL AREA(ACRES) = 3.0
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 255.00 = 645.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 255.00 TO NODE 256.00 rs CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 231.00 DOWNSTREAM(FEET) = 230.00
Page 12
3140EXPR.TXT
FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.06
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 15.02
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.52
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 256.00 = 667.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 256.00 TO NODE 257.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 230.00 DOWNSTREAM(FEET) = 226.20
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.11
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 15.02
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.56
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 257.00 = 707.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 106.00 TO NODE 257.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN-STREAM MEMORY<<<<<
---------------------------------------------------------------------------~
** MAIN STREAM CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 15.02 6.56 5.969 3.01
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 257.00 = 707. 00 FEET.
** MEMORY BANK# 1 CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 16.53 6.24 6.168 3.70
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 257.00 = 848.00 FEET.
** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY Confluence of streams leaving NUMBER (CFS) (MIN.) (INCH/HOUR) the subject property to 1 30.80 6.24 6.168 determine total peak runoff
2 31.01 6.56 5.969 leaving the site.
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
Page 13
PEAK FLOW RATE(CFS) =
TOTAL AREA(ACRES) =
3140EXPR.TXT
31.01 Tc(MIN.) =
6.7
6.56
****************************************************************************
FLOW PROCESS FROM NODE 257.00 TO NODE 257.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 2 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE=
----> SEE AES PRINTOUT NODES 304-304 <----
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
7
-------------------------------------------·--------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 7.71 RAIN INTENSITY(INCH/HOUR) = 5.38
TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 11.14
See AES printout 3 I 40PR02
attached below for backup of
user specified information
****************************************************************************
FLOW PROCESS FROM NODE 257.00 TO NODE 304.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# 2 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN
STREAM
NUMBER
1
STREAM CONFLUENCE DATA**
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
11.14 7.71 5.380
LONGEST FLOWPATH FROM NODE 100.00 TO NODE
** MEMORY BANK# 2 CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 31.01 6.56 5.969
LONGEST FLOWPATH FROM NODE 100.00 TO NODE
** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 40.49 6.56 5.969
2 39.09 7.71 5.380
AREA
(ACRE)
2.70
304.00 =
AREA
(ACRE)
6.71
304.00 =
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 40.49 Tc(MIN.) = 6.56
TOTAL AREA(ACRES) = 9.4
848.00 FEET.
848.00 FEET.
Confluence of streams leaving
the subject property to
determine total peak runoff
leaving the site.
****************************************************************************
Page 14
3140EXPR.TXT
FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 3 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE= 7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.11
TOTAL AREA(ACRES) = 1.53 TOTAL RUNOFF(CFS) = 9.25
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 304.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# 3 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.25 5.00 7.114 1. 53
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 304.00 =
** MEMORY BANK# 3 CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 40.49 6.56 5.969 9.41
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 304.00 =
** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 40.10 5.00 7.114
2 48.25 6.56 5.969
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 48.25 Tc(MIN.) = 6.56
TOTAL AREA(ACRES) = 10.9
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) =
PEAK FLOW RATE(CFS) =
10.9 TC(MIN.) =
48.25
6.56
END OF RATIONAL METHOD ANALYSIS
Page 15
848.00 FEET.
848.00 FEET.
3140EXPR.TXT
Page 16
3140PR02.TXT
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1452
Analysis prepared by:
PASCO LARET SUITER & ASSOCIATES
535 NORTH HIGHWAY 101, STE A
SOLANA BEACH, CA 92075
858-259-8212
************************** DESCRIPTION OF STUDY**************************
* 3140 RAP PACIFICA GROUP FUSION -NODES 304-304 *
* ONSITE PROPOSED CONDITION *
* 100-YR *
**************************************************************************
FILE NAME: 3140PR02.DAT
TIME/DATE OF STUDY: 14:00 04/22/2020
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES)= 2.700
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90
SAN DIEGO HYDROLOGY MANUAL "("-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW
HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES:
WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE
NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT)
====== ======
MODEL*
MANNING
FACTOR
(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:
Page 1
3140PR02.TXT
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 300.00 TO NODE 301.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .3500
S.C.S. CURVE NUMBER (AMC II)= 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 298.00
DOWNSTREAM ELEVATION(FEET) = 267.50
ELEVATION DIFFERENCE(FEET) = 30.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.40
TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.40
****************************************************************************
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 267.50 DOWNSTREAM(FEET) = 254.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 325.00 CHANNEL SLOPE= 0.0415
CHANNEL BASE(FEET) = 3.00 "Z" FACTOR= 20.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.492
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.94
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.51
AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 1.20
Tc(MIN.) = 7.47
SUBAREA AREA(ACRES) = 1.98 SUBAREA RUNOFF(CFS) = 9.22
AREA-AVERAGE RUNOFF COEFFICIENT= 0.807
TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 9.58
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 5.41
Page 2
3140PR02.TXT
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 425.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .3500
S.C.S. CURVE NUMBER (AMC II)= 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 294.50
DOWNSTREAM ELEVATION(FEET) = 265.00
ELEVATION DIFFERENCE(FEET) = 29.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.46
TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.46
****************************************************************************
FLOW PROCESS FROM NODE 601.00 TO NODE 402.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 261.00 DOWNSTREAM(FEET) = 251.10
FLOW LENGTH(FEET) = 106.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.13
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.46
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 6.51
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 402.00 = 206.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
Page 3
1
3140PR02.TXT
TIME OF CONCENTRATION(MIN.) = 6.51
RAINFALL INTENSITY(INCH/HR) = 6.00
TOTAL STREAM AREA(ACRES) = 0.22
PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.46
****************************************************************************
FLOW PROCESS FROM NODE 650.00 TO NODE 651.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .3500
S.C.S. CURVE NUMBER (AMC II)= 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00
UPSTREAM ELEVATION(FEET) = 293.50
DOWNSTREAM ELEVATION(FEET) = 264.10
ELEVATION DIFFERENCE(FEET) = 29.40
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH= 100.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.30
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.30
****************************************************************************
FLOW PROCESS FROM NODE 651.00 TO NODE 402.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 252.30 DOWNSTREAM(FEET) = 251.10
FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.62
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 0.30
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 6.54
LONGEST FLOWPATH FROM NODE 650.00 TO NODE 402.00 = 200.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
-------------------------------------------------------==-----====---======-
TOTAL NUMBER OF STREAMS= 2
Page 4
3140PR02.TXT
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.54
RAINFALL INTENSITY(INCH/HR) = 5.98
TOTAL STREAM AREA(ACRES) = 0.14
PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.30
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 0.46 6.51 5.998
2 0.30 6.54 5.981
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 0.76 6.51 5.998
2 0.76 6.54 5.981
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
ESTIMATES ARE AS FOLLOWS:
= 0.76 Tc(MIN.) =
0.4 TOTAL AREA(ACRES) =
LONGEST FLOWPATH FROM NODE 600.00 TO NODE
AREA
(ACRE)
0.22
0.14
RATIO
6.54
402.00 = 206.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 402.00 TO NODE 302.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 250.90 DOWNSTREAM(FEET) = 244.30
FLOW LENGTH(FEET) = 265.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.86
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.76
PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 7.45
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 302.00 = 471.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN-STREAM MEMORY<<<<<
**MAINSTREAM CONFLUENCE DATA**
Page 5
3140PR02.TXT
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.76 7.45 5.500 0.36
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 302.00 = 471. 00 FEET.
** MEMORY BANK# 1 CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.58 7.47 5.492 2.16
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 425.00 FEET.
** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 10.32 7.45 5.500
2 10.34 7.47 5.492
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.34 Tc(MIN.) = 7.47
TOTAL AREA(ACRES) = 2.5
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 244.10 DOWNSTREAM(FEET) = 241.70
FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.20
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 10.34
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 7.66
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 303.00 = 576.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.404
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT= .8500
S.C.S. CURVE NUMBER (AMC II)= 0
AREA-AVERAGE RUNOFF COEFFICIENT= 0.7512
SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 2.7 TOTAL RUNOFF(CFS) =
Page 6
1.04
11.14
3140PR02.TXT
TC(MIN.) = 7.66
****************************************************************************
FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 241.70 DOWNSTREAM(FEET) = 222.00
FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 23.47
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 11.14
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.71
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 304.00 = 651.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) =
PEAK FLOW RATE(CFS) =
2.7 TC(MIN.) =
11.14
END OF RATIONAL METHOD ANALYSIS
Page 7
7.71
APPENDIX A
Hydrology Support Material
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County of San Diego
Hydrology Manual
.•&i ~ ..
'>-• ' , .. :::.~~~-
. . ~~ .,~~.
Rainfall lsopluvials
100 Year Rainfall Event -6 Hours
lsopluvial (inches)
DPW
~GIS s1iiG1s ~-:1Pwlic!K,Gt1t'S
~lrfo'Tf.~~n-\Xie H.iv..: San D1t:go C:cm:rcJ!
N
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3 0 3
~
THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, El'THER EXPRESS
OR IMPLIED, INQ.UDING, BUT NOT LIMITED TO. THE IMPLIED WARRANTIES
OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE.
Cowight SanGIS. Al RijJllls Rese<ved.
This pn,duds nv,y ~ '""""-"on from tt,e SANDAG Rog;onal
lnfonnatlon s---be reproduced without tt,e Mitlen-ofSANOAG.
This -nv,ycx,nta;n --.... been reproduced ---by-BmttwsMaps.
Miles
10.0
9.0
8.0
7.0
6.0
5.0
4.0
3.0
2.0
~ 0 1 -5 c 1,0
~0.9
~0.8
~0.7
0.6
0.5
0.4
0.3
0.2
0.1
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i ..... ' ..... 'i-.. '"' ....... ~~ ...
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----+------------· -+----
I I \;-20 min
I I Ill
I I 111
5 6 7 8 9 10 15 20 30
Minutes
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40 50
Duration
! I
I
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EQUATION
I = 7.44 P5 D-0.645
I = Intensity (in/hr)
P5 = 6-Hour Precipitation (in)
D = Duration (min)
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I i
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5.0 g
4.5 '§'
0
4.0 i6
3.5 ~
2.5
2.0
1.5
1.0
Intensity-Duration Design Chart -Example
Directions for Application:
(1) From precipitation maps determine 6 hr and 24 hr amounts
for the selected frequency. These maps are included in the
County Hydrology Manual (10, 50, and 100yrmaps included
in the Design and Procedure Manual).
(2) Adjust 6 hr precipitation (if necessary) so that it Is within
the range of 45% to 65% of the 24 hr precipitation (not
applicaple to Desert).
(3) Plot 6 hr precipitation on the right side of the chart .
(4) Draw a line through the point parallel to the plotted lines.
(5) This line is the intensity-duration curve for the location
being analyzed.
Appllcatlon Form:
(a) Selected frequency~ year
p
(b) P6 = _3_ in., p24 = ~ .~ = ~ %(2l
24
(c) Adjusted p6<2) = _3 __ in.
(d) tx = _±Q_, min .
(e) I = ~ in./hr.
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6
Duration I I I I I I I I I I I
5 2.63 3.95 5.27 6.59 7 90 9.22 10.54 11.86 1317 14.49 15.81
7 2.12 3.18 4.24 5.30 . 6.36 7 42 8.48 9.54 10.60 11.66 12.72
10 1.68 2.53 3.37 4.21 505 590 6 74 758 8.42 9.27 10 11
15 130 1 95· 2.59 3.24: 3.89 4.54 519 5.84 6.49 7.13 778
20 1 08 1 62. 2.15 2.69 3.23° 3.77 4.31 4.85 5.39 5.93 6.46
25 0 93 1.40 1.87 2.33 2.80 327 3.73 4.20 4.67 5.13 5.60
30 0.83 1.24 1.66 207 2.49 2 90 3.32 3.73 4.15 456 4.98
40 0.69 1 03 138 1.72 2.07 241 276 310 3.45 3 79 413
50 0.60 0.90 1.19 1 49 1.79 2.09 2.39 2.69 2.98 3.28 3.58
60 0.53 080 106 1.33 1 59 1.86 2 12 2.39 2.65 292 3.18
90 041 061 082 1.02 1 23 1.43 1 63 1 84 2.04 2.25 2.45
120 0.34 051·0.68 0.85 1 02 119 1 36 1 53 1.70 187 204
150 029 0.44. 059 0 73 088 1.03 118 1.32 1.47 1.62 1 76
180 0 26 0.39 0 52 0 65 o 15· o 91 1 04 1 18 1.31 1.44 1.57
240 022 0 33 0 43 054 065 0.76 0.87 0.98 108 1 19 1.30
300 019 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0.94 1.03 113
360 0.17 025·0.33 042 0.50 0.58 067 0.75 0.84 0.92 1.00
FIGURE ~
San Diego County Hydrology Manual
Date: June 2003
Table 3-1
Section:
Page:
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient ''C"
Soil T e
NRCS Elements Count Elements % IMPER. A 8
Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25
Low Density Residential (LOR) Residential, 1.0 DU/ A or less 10 0.27 0.32
Low Density Residential (LOR) Residential, 2.0 DU/ A or less 20 0.34 0.38
Low Density Residential (LOR) Residential, 2.9 DU/A or less 25 0.38 0.41
Medium Density Residential (MOR) Residential, 4.3 DU/A or less 30 0.41 0.45
Medium Density Residential (MOR) Residential, 7.3 DU/A or less 40 0.48 0.51
Medium Density Residential (MOR) Residential, 10.9 DU/A or less 45 0.52 0.54
Medium Density Residential (MOR) Residential, 14.5 DU/A or less 50 0.55 0.58
High Density Residential (HOR) Residential, 24.0 DU/ A or less 65 0.66 0.67
High Density Residential (HOR) Residential, 43.0 DU/A or less 80 0.76 0.77
Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77
Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80
Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84
Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84
Commercial/Industrial (General I.) General Industrial 95 0.87 0.87
C
0.30
0.36
0.42
0.45
0.48
0.54
0.57
0.60
0.69
0.78
0.78
0.81
0.84
0.84
0.87
3
6 of26
D
[III]
0.41
0.46
0.49
0.52
0.57
0.60
0.63
0.71
0.79
0.79
0.82
~ 5
0.87
*The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff
coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area
is located in Cleveland National Forest).
DU/ A = dwelling units per acre
NRCS = National Resources Conservation Service
3-6
San Diego County Hydrology Manual
Date: June 2003
Section:
Page:
3
12 of 26
Note that the Initial Time of Concentration should be reflective of the general land-use at the
upstream end of a drainage basin. A single lot with an area of two or less acres does not have
a significant effect where the drainage basin area is 20 to 600 acres.
Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in
hydrology studies. Initial Ti values based on average C values for the Land Use Element are
also included. These values can be used in planning and design applications as described
below. Exceptions may be approved by the "Regulating Agency" when submitted with a
detailed study.
Table 3-2
MAXIMUM OVERLAND FLOW LENGTH (LM)
& INITIAL TIME OF CONCENTRATION (Ti)
Element* DU/ .5% 1% 2% 3% 5% 10%
Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti
Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9
LOR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4
LOR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8
LOR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6
MOR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3
MOR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8
MOR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5
MOR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3
HOR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5
HOR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7
N.Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7
G.Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4
O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9
*See Table 3-1 for more detailed description
3-12
lo !::
Hydrologic Soil Group-San _,ego County Area, California
Map Scale: 1: 2,260 if pmed on A landscape (11" X 8.5") sheet ----====-------========Meters 0 8J 120 18J
----====-------=======feet 0 100 200 400
Map projection: Web Mercator Comero:xirtinates: WGS84
ElXl
Edge ocs: lJTM Zale 11N WGS84
USDA Natural Resources Web Soil Survey
National Cooperative Soil Survey :iiiiiii Conservation Service
8/27/2019
Page 1 of 4
33" 7 27' N
33" 7 17 N
Hydrologic Soil Group-San ~.c:go County Area, California
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
D A
D AID
D B
D BID
D C
D CID
D D
D Not rated or not available
Soil Rating Lines
-A -AID -B -B/D
C -CID -D
--Not rated or not available
Soil Rating Points
■ A
■ AID
■ B
■ B/D
USDA Natural Resources
•-Conservation Service
□
■
C
CID
■ D
□ Not rated or not available
Water Features
Streams and Canals
Transportation
+++ Rails
-Interstate Highways -US Routes
Major Roads
Local Roads
Background
• Aerial Photography
Web Soil Survey
National Cooperative Soil Survey
The soil surveys that comprise your AOI were mapped at
1 :24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: San Diego County Area, California
Survey Area Data: Version 13, Sep 12, 2018
Soil map units are labeled (as space allows) for map scales
1 :50,000 or larger.
Date(s) aerial images were photographed: Nov 3, 2014-Nov
22,2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
8/27/2019
Page 2 of 4
Hydrologic Soil Group-San Diego County Area, California
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
HrD2
t
HrE2
Huerhuero loam, 9 to 15 D
percent slopes,
eroded
Huerhuero loam, 15 to D
30 percent slopes,
eroded
8.0
4.8
Totals for Area of Interest t I
12.8
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, 8/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, 8/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group Dare assigned to dual classes.
USDA Natural Resources --.a Conservation Service
Web Soil Survey
National Cooperative Soil Survey
62.2%
37.8%
100.0%
8/27/2019
Page 3 of 4
Hydrologic Soil Group-San Diego County Area, California
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
USDA Natural Resources
--,,_ Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/27/2019
Page 4 of 4
PER MAP 11288 BASIN EX-3 '
AREA = 114,945 SF ---
2.639AC
' 1; _11 ' \ \ \ \ \-1 l_ -l \ \ 'I , -,-__,._ ---\'--v" I ASINEX--3.2 \ --l
40 0
LEGEND
PROPeR1YBOUNDARY
CEIVTERLINE OF ROAD
ADJACENT PROPERTY LINE I
R/GHT-OF-WI\Y
EXISTING CONTOUR LINE
EXISTING PATH OF 1RAVEL
EXISTING MAJOR DRAINAGE BASIN
BOUNDARY
EXISTING MAJOR DRAINAGE BASIN
BOUNDARY DRAINING OFFS/TE
(ONLY CONSIDERED FOR TOTAL
PEAK DISCHARGE LEAVING SITE)
EXISTING MINOR DRAINAGE BASIN
BOUNDARY
--------
___ ,, __ _
------------
BASIN EX-1-AREA CALCULATIONS
TOTAL DRAINAGE BASIN AREA
MINOR DRAINAGE BASIN AREA (EX-1. 1)
MINOR DRAINAGE BAS/NAREA(EX-1.1)
161,570 SF /3.709AC)
34,617 SF (0.795AC)
126,953 SF (2.914AC)
Cn
Q100
0.85
16.SCFS
BASIN EX-2 -AREA CALCULATIONS
TOTAL BASIN AREA
Cn
Q100
131,805 SF (3.026AC)
0.85
15.9CFS
BASIN EX-3-AREA CALCULATIONS
TOTAL BASIN AREA
Cn
Q100
114,945 SF (2.639AC)
0.35 (INITIAL OVERLAND FLOI-\?
0.85 (OFFICE PROFESSIONAL I COMM)
11.1 CFS
BASIN EX-4 -AREA CALCULATIONS
TOTAL BASIN AREA
Cn
Q100
67,720SF (1.555AC)
0.85
9.4 CFS
EXISTING HYDROLOGY EXHIBIT
RAF FUSION --1950 CAMINO VIDA ROBLE
CITY OF CARL SBAD
PASCO LARET SUITER
GRAPHIC SCALE: 1" = 40' & ASSOCIATES
40 80 120
CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING
555 Nonla Blpway 101, Ste A. Sowl& Beada. CA 92075
ph 858.259.8212 I fie 858.259.4812 I plleenlJlneerlng CGJD
PLSA 3140-01
LEGEND
PROPERTY BOUNDARY
CENTERLINE OF ROAD
ADJACENT PROPERTY LINE I
RIGHT-OF-WAY
EXISTING CONTOUR LINE
PROPOSED CONTOUR LINE
PROPOSED PA TH OF TRAVEL
PROPOSED MAJOR DRAINAGE BASIN
BOIJNDARY
PROPOSED MAJOR DRAINAGE BASIN
BOIJNOARY DRAINING OFFS/TE (NOT
CONSIDERED IN ANALYSIS}
PROPOSED MINOR DRAINAGE BASIN
BOIJNDARY
GRAPHIC SCALE: 1" = 40'
80 120
--------
--···--------------
PROPOSED HYDROLOGY EXHIBIT
RAF FUSION-1950 CAMINO VIDA ROBLE
CITY OF CARLSBAD
PASCO LARET SUITER
& ASSOCIATES
CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING
595 North H1pway 101, Ste A, Solua Beach, CA 92075
ph 151.25!1.1212 ( & 151.25!1.4812 ( p~COID
Pl.SA 3140-01