HomeMy WebLinkAboutAttachment 3a-12 - Preliminary Drainage Study redactedPRELIMINARY DRAINAGE STUDY
For:
Shinohara Business Center
517 Shinohara Lane
Chula Vista, CA 91911
APN: 644-040-01
Project Permit #DR21-0032
Prepared By:
5-20-2022
Gregory W. Lang, P.E. RCE 68075 EXP: 06-30-23
Pasco Laret Suiter & Associates, Inc.
119 Aberdeen Drive
Cardiff By The Sea, CA 92007
Prepared for:
VWP-OP Shinohara Owner, LLC
2390 East Camelback Road, Suite 305
Phoenix, AZ 85016
May 20, 2022
PLSA Job No. 3690
APPENDIX K
DECLARATION OF RESPONSIBLE CHARGE
I, hereby declare that I am the Engineer of Work for this project. That I have exercised responsible
charge over the design of the project as defined in section 6703 of the business and professions code,
and that the design is consistent with current standards.
I understand that the check of project drawings and specifications by the City of Chula Vista is
confined to a review only and does not relieve me, as engineer of work, of my responsibilities for
project design.
05/20/2022
Gregory W. Lang DATE
R.C.E. 68075
EXP. 6-30-23
3
TABLE OF CONTENTS
1. INTRODUCTION ............................................................................................................................... 4
1.1 Project Description ......................................................................................................................... 5
1.2 Pre-Project Conditions.................................................................................................................... 5
1.3 Post-Project Conditions .................................................................................................................. 6
2. METHODOLOGY .............................................................................................................................. 8
2.1 Rational Method ............................................................................................................................. 8
2.2 Runoff Coefficient .......................................................................................................................... 9
2.3 Rainfall Intensity .......................................................................................................................... 11
2.4 Tributary Areas ............................................................................................................................. 11
2.5 Hydraulics .................................................................................................................................... 11
2.6 Curb Inlet and Catch Basin Sizing ............................................................................................... 11
2.7 Detention Basin Routing .............................................................................................................. 11
3. CALCULATIONS/RESULTS .......................................................................................................... 13
3.1 Pre- & Post-Development Peak Flow Comparison ...................................................................... 13
3.2 Storm Water Quality..................................................................................................................... 14
3.3 Hydromodification ....................................................................................................................... 14
4. CONCLUSION .................................................................................................................................. 15
Appendix 1 ..................................................... Pre-Project Condition Hydrology Node Map
Appendix 2 ................................................... Post-Project Condition Hydrology Node Map
Appendix 3 .............................................................................. Hydrology Design Summary
Appendix 4 .................................................................... AES Rational Method Calculations
Appendix 5 ....................................................................... Modified-Puls Detention Routing
4
5
1. INTRODUCTION
This Drainage Study for the proposed Shinohara Business Center has been prepared to analyze the
hydrologic characteristics of the existing and proposed project site. This report presents both the
methodology and the calculations used for determining the storm water runoff from the project site in the
existing and proposed conditions produced by the 100-year, 6-hour storm event.
1.1 Project Description
The 9.73-acre project site consists of undeveloped land located northwest of the intersection of Brandywine
Avenue and Shinohara Lane, at the end of Shinohara Lane in the City of Chula Vista, San Diego County,
California. The property is defined as a portion of Lot 1, Section 19, Township 18 South, Range 1 West, San
Bernadino Meridian, and identified by the Assessor’s Parcel Number (APN) 644-040-01.
The existing site is currently undeveloped except for minor concrete drainage channels located on site and along
the eastern and southern property boundaries. The site is bounded on the north and west by residential
properties, and on the east and south by industrial buildings.
The existing site condition is divided into three (3) drainage basins, Basins A, B, and C, and three (3)
separate discharge locations across the project site.
Treatment of storm water runoff from the site has been addressed in a separate report- Storm Water Quality
Management Plan for Shinohara Business Center by PLSA, dated May 20, 2022.
Per City of Chula Vista general design criteria, the Modified Rational Method should be used to determine peak
flowrates when the contributing drainage area is up to 1.0 square mile in size. All public and private drainage
facilities shall be designed for a 100-year frequency storm.
Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values
are consistent with the criteria set forth in Section 3 – General Design Criteria of the City of Chula Vista
Subdivision Manual, revised March 2012.
1.2 Pre-Project Conditions
Topographically, the site slopes steeply to the south from the northern property boundary, forming three
3) drainage basins with three (3) discharge locations. Existing Drainage Basin A comprises the western
portion of the site. Runoff drains via overland flow to an existing concrete swale located at the southern
property boundary. The drainage swale carries flow east to an existing Type F catch basin at the southern
property boundary. The catch basin connects to an existing private storm drain pipe that outlets via curb
outlet onto Main Street.
Existing Drainage Basin B comprises the eastern portion of the site. Runoff is conveyed via overland
surface flow to an existing concrete drainage channel located at the southeastern corner of the site. The
drainage channel conveys runoff south and outlets via curb outlet onto Main Street.
From Main Street, flow travels west via concrete curb and gutter to an existing curb inlet. Storm water is
then conveyed south through an existing storm drain pipe and outlets over headwall into the Otay River.
The Otay River travels west and outlets at the San Diego Bay and ultimately the Pacific Ocean.
The site is not within a FEMA 100-year floodplain boundary or regulatory floodway.
6
Existing Drainage Basin C comprises the northwesterly portion of the site. Runoff is conveyed via
overland surface flow to an existing swale west of the project site. Local surface runoff from the project
site and surrounding properties collect in this area and flow to the south to an existing concrete drainage
channel located in the rear yard of an existing single family residence at the end of Tanoak Court. The
existing concrete channel flows to the south and then turns and flows to the west and discharges into
Tanoak Court through two existing Type A curb outlets.
Per the United States Department of Agriculture (USDA) Web Soil Survey, the project site is Hydrologic
Soil Group C and D. Refer to Appendix C of this report for the USDA Web Soil Survey and geotechnical
findings.
Table 1.1 below summarizes the pre-project condition 100-year peak flows at the project’s discharge
locations. For delineated basin details, please refer to the Pre-Project Condition Hydrology Node Map
included in Appendix 1 of this report.
TABLE 1.1 – Summary of Pre-Project Conditions
Existing
Drainage
Basin
Drainage
Area (ac)
Runoff
Coefficient, C
Time of
Concentration,
Tc (min)
Intensity, I
in/hr)
Pre-Project
Q100 (cfs)
Basin A 2.79 0.55 9.15 4.70 7.20
Basin B 6.13 0.55 8.86 4.57 15.42
Basin C 0.79 0.55 4.77 6.32 2.78
Total 9.71 0.55 25.40
1.3 Post-Project Conditions
The project will include the construction of an industrial building, paved drive aisles and parking areas,
retaining walls, and other associated improvements. Private drainage improvements will consist of catch
basins, curb inlets and storm drain pipes. Proprietary Modular Wetland Systems are proposed for storm
water treatment. An underground detention vault is proposed for peak flow attenuation. The project will
be accessed by a proposed driveway off Shinohara Lane. The proposed land use is ILP- Limited
Industrial.
The proposed site will consist of two (2) major drainage basins with two (2) discharge locations which
match the existing drainage discharge points and pre-project peak flow rates for Existing Drainage Basins
A and B. The proposed project’s area in the northwesterly corner of the project site that comprised
Existing Drainage Basin C is proposed to be included in Proposed Drainage Basin A. This will enable the
proposed project to collect and convey runoff from this location to the project’s peak flow detention
facility and storm water treatment and no longer discharge runoff on an existing single family residential
property. While the size of Proposed Drainage Basin A is larger than the size of Existing Drainage Basin
A when comparing areas, the proposed project will provide peak flow detention so the peak flow runoff
rate from this basin for the post-project condition will be equal to or less than the pre-project condition.
Storm water runoff from a majority of the proposed development (Basin A) is routed to a series of BMPs
including a OldCastle NSBB trash capture device, an OldCastle StormCapture underground detention
system, and a BioClean Modular Wetland System (MWS). The underground detention vault has been
designed to meet 100-year peak flow detention requirements. The Modular Wetland System is designed
7
as a proprietary biofiltration BMP for storm water treatment. Outflows from the detention vault and
MWS are discharged through a proposed storm drain pipe to a proposed Type F catch basin at the
southern property boundary. Stormwater is then conveyed through the neighboring property to the south
through an existing private storm drain and outlets onto Main Street as in existing conditions.
Storm water runoff from the proposed driveway (Basin B) will be drained to a Modular Wetland System
for storm water treatment. The MWS will be designed with a 3-foot-wide curb inlet opening and a 1-inch
local curb depression to capture the required water quality flow. Runoff that exceeds the water quality
flow rate or capacity of the MWS will flow by the MWS and drain to the existing concrete drainage
channel at the southeast corner of the project site. Outflows from the MWS will be pumped to a proposed
curb outlet along the southern property boundary and discharged to the existing concrete drainage
channel. The concrete drainage channel discharges onto Main Street via curb outlet as in existing
conditions. The characteristics of existing stormwater flows through the neighboring property will not
change as a result of the proposed project.
All project site runoff is discharged onto Main Street as in existing conditions. From Main Street, flow
travels west via concrete curb and gutter to an existing curb inlet. Stormwater is then conveyed south
through an existing storm drain and outlets over headwall into the Otay River. The Otay River travels
west and outlets at the San Diego Bay and ultimately the Pacific Ocean. The Otay River is considered an
exempt river reach per the WMAA; therefore, the project is exempt from hydromodification management
requirements.
The underground detention vault has been designed to provide peak flow attenuation. The vault has been
modified to include a low-flow and mid-flow orifice outlet and an overflow weir to control peak flows.
The required water quality treatment flow is diverted to the downstream Modular Wetland System in
accordance with Worksheet B.5-5 of the City of Chula Vista BMP Design Manual. Overflow relief for
the 100-year storm event is provided with a partition weir installed within the vault and discharged
directly to the existing Type F catch basin at the southern property boundary.
Table 1.2 below summarizes the post-project condition 100-year peak flows at the project’s discharge
locations. For delineated basin details, please refer to the Post-Project Condition Hydrology Node Map
included as an Attachment of this report.
TABLE 1.2 – Summary of Post-Project Conditions
Proposed
Drainage
Basin
Drainage
Area (ac)
Runoff
Coefficient,
C
Time of
Concentration,
Tc (min)
Intensity, I
in/hr)
Post-Project
Q100 (cfs)
Required
Detention
cfs)
Basin A 8.52 0.79 8.78 4.60 33.45 26.25
Basin B 1.19 0.80 5.55 6.07 5.77 --
Total 9.71 0.79 39.22 26.25
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2. METHODOLOGY
Runoff calculations for Shinohara Business Center have been performed in accordance with Section 3 –
General Design Criteria of the City of Chula Vista Subdivision Manual dated March 2012. Per City of
Chula Vista design criteria, the Modified Rational Method should be used to determine peak flowrates for
local drainage basins. Advanced Engineering Software (AES) was used to calculate the peak runoff from
the 100-year, 6-hour storm event using the Rational Method. Please refer to this report’s Appendix for
the results of these calculations.
2.1 Rational Method
As mentioned above, runoff from the project site was calculated for the 100-year storm event. Runoff was
calculated using the Rational Method which is given by the following equation:
Q = C x I x A
Where:
Q = Flow rate in cubic feet per second (cfs)
C = Runoff coefficient
I = Rainfall Intensity in inches per hour (in/hr)
A = Drainage basin area in acres, (ac)
Rational Method calculations were performed using the AES 2016 computer program. To perform the
hydrology routing, the total watershed area is divided into sub-areas which discharge at designated nodes.
The procedure for the sub-area summation model is as follows:
1) Subdivide the watershed into an initial sub-areas and subsequent sub-areas, which are
generally less than 10 acres in size. Assign upstream and downstream node numbers to each
sub-area.
2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity
estimation. The minimum Tc considered is 5.0 minutes. All Tc values for the proposed
project were assumed to be 5 minutes due to the small size of each contributing drainage area.
3) Using the initial Tc, determine the corresponding values of I. Then Q = CIA.
4) Using Q, estimate the travel time between this node and the next by Manning’s equation as
applied to particular channel or conduit linking the two nodes. Then, repeat the calculation
for Q based on the revised intensity (which is a function of the revised time of concentration)
9
2.2 Runoff Coefficient
In accordance with City of Chula Vista design standards, runoff coefficients were based on land use. An
appropriate runoff coefficient (C) for each type of land use in the subarea was selected from Section 3-
203.3 of the City of Chula Vista Subdivision Manual and multiplied by the percentage of total area (A)
included in that class. The sum of products for all land uses is the weighted runoff coefficient ([C]).
See Tables 2.1 and 2.2 below for weighted runoff coefficient “C” calculations. The Pre-Project and Post-
Project Condition Hydrology Node Maps show the drainage basin subareas, on-site drainage system and
nodal points.
Runoff coefficients of 0.55 and 0.60 were selected from Section 3-203.3 for hilly and steep vegetated
slopes, consistent with existing conditions. The existing site is assumed to be 0% impervious. See Table
2.1 below for pre-project condition weighted runoff coefficient “C” calculations.
In the post-project condition, the developed site was assigned a runoff coefficient of 0.85 for commercial
area. Developed slopes along the northern and southern property boundary were classified as steep per
Section 3-203.3 and assigned a runoff coefficient of 0.60. See Table 2.2 on the following page for post-
project condition weighted runoff coefficient “C” calculations.
TABLE 2.1- Summary of Pre-Project Condition Weighted Runoff Coefficient Calculations
Pre-Project Condition - Weighted Runoff Coefficient
Up Node Down
Node
Area (ac) C1 A1 C2 A2 C
10 11 0.04 0.55 0.04 0.60 0.00 0.55
11 12 2.75 0.55 2.75 0.60 0.00 0.55
20 21 0.09 0.55 0.09 0.60 0.00 0.55
21 22 6.01 0.55 6.01 0.60 0.00 0.55
30 31 0.08 0.55 0.08 0.60 0.00 0.55
31 32 0.72 0.55 0.72 0.60 0.00 0.55
Note: C values taken from Section 3-203.3 of the City of Chula Vista Subdivision Manual
Runoff Coefficient of 0.55 for Vegetated Slopes, Hilly
Runoff Coefficient of 0.60 for Vegetated Slopes, Steep
10
TABLE 2.2- Summary of Post-Project Condition Weighted Runoff Coefficient Calculations
Post-Project Condition - Weighted Runoff Coefficient
Up Node Down
Node
Area (ac) C1 A1 C2 A2 C
100 101 0.04 0.85 0.04 0.60 0.00 0.85
101 102 0.34 0.85 0.34 0.60 0.00 0.85
103 103 0.20 0.85 0.20 0.60 0.00 0.85
104 104 0.38 0.85 0.38 0.60 0.00 0.85
105 105 0.20 0.85 0.20 0.60 0.00 0.85
106 106 0.41 0.85 0.41 0.60 0.00 0.85
107 107 0.14 0.85 0.14 0.60 0.00 0.85
107 107 0.39 0.85 0.00 0.60 0.39 0.60
108 108 0.12 0.85 0.12 0.60 0.00 0.85
109 109 0.12 0.85 0.12 0.60 0.00 0.85
110 110 0.11 0.85 0.11 0.60 0.00 0.85
111 111 0.06 0.85 0.06 0.60 0.00 0.85
112 112 0.29 0.85 0.29 0.60 0.00 0.85
113 113 0.27 0.85 0.27 0.60 0.00 0.85
114 114 0.94 0.85 0.94 0.60 0.00 0.85
115 115 0.80 0.85 0.80 0.60 0.00 0.85
117 118 0.04 0.85 0.04 0.60 0.00 0.85
118 119 0.34 0.85 0.34 0.60 0.00 0.85
120 120 0.08 0.85 0.08 0.60 0.00 0.85
121 121 0.22 0.85 0.22 0.60 0.00 0.85
122 122 0.38 0.85 0.38 0.60 0.00 0.85
123 123 0.35 0.85 0.35 0.60 0.00 0.85
124 124 0.19 0.85 0.19 0.60 0.00 0.85
125 125 0.11 0.85 0.11 0.60 0.00 0.85
126 126 0.16 0.85 0.16 0.60 0.00 0.85
127 127 0.16 0.85 0.16 0.60 0.00 0.85
128 128 0.20 0.85 0.20 0.60 0.00 0.85
129 129 0.37 0.85 0.37 0.60 0.00 0.85
131 131 0.84 0.85 0.00 0.60 0.84 0.60
136 136 0.25 0.85 0.00 0.60 0.25 0.60
200 201 0.16 0.85 0.16 0.60 0.00 0.85
201 202 1.03 0.85 0.79 0.60 0.24 0.79
Note: C values taken from Section 3-203.3 of the City of Chula Vista Subdivision Manual
Runoff Coefficient of 0.85 for Commercial Area
Runoff Coefficient of 0.60 for Vegetated Slopes, Steep
11
2.3 Rainfall Intensity
Rainfall intensity is calculated per Section 3-203.3 of the City of Chula Vista Subdivision Manual, which
is given by the following equation:
I = 7.44P6D-0.645
Where:
I = Rainfall Intensity in inches per hour (in/hr)
P6 = Adjusted 6-hour storm precipitation
D = Duration in minutes (use Tc)
The intensity values for varying time of concentrations were input manually into the AES computer
program where runoff calculations were performed. The 6-hour storm rainfall amount (P6) for the 100-
year storm frequency was determined using City of Chula Vista Isopluvial Maps provided from Figure 7
of the City of Chula Vista Drainage Master Plan. The P6 for the 100-year storm frequency was found as
2.4 inches. See Appendix 3 of this report for Isopluvial maps for the 100-year rainfall event.
2.4 Tributary Areas
Drainage basins for the existing and proposed project site are delineated in the Pre-Project and Post-
Project Condition Hydrology Node Maps located in Appendix 1 and 2 of this report and graphically
portray the tributary area for each drainage basin.
2.5 Hydraulics
The hydraulics of existing and proposed storm drain pipes were analyzed using the AES computer
program. For pipe flow, a Manning’s N value of 0.011 was used to reflect the use of HDPE pipe. A
Manning’s N value of 0.013 was used to reflect the use of RCP pipe.
2.6 Curb Inlet and Catch Basin Sizing
Curb inlets and catch basins will be sized in accordance with City of Chula Vista Subdivision Manual
March 2012) upon final engineering.
2.7 Detention Basin Routing
The detention facility was modeled using the Army Corps of Engineers HEC-HMS 4.3 software.
Hydraulic Modified-Puls detention routing was performed to analyze the developed condition 100-year
peak flow rate at the project’s detention system. Stage-storage-discharge tables were generated and input
into HEC-HMS to model the design of the vault outlet structure. This procedure was selected in order to
model the flow control requirements and to accurately represent the middle stages of the BMP for
accurate mid-flow orifice and emergency weir sizing. The stage-storage-discharge tables have been
provided in Appendix 5. The HEC-HMS Modified-Puls results are summarized in Table 2.3 on the
following page.
12
TABLE 2.3- Summary of Detention Basin Routing
Detention
Basin
Tributary
Area (ac)
Runoff
Coefficient,
C
Inflow Tc
min)1
100-Year
Peak
Inflow
cfs)
Outflow
Tc (min)
100-Year
Peak
Outflow
cfs)
Peak
Elevation
ft)2
BMP-1 8.27 0.85 10 33.45 19 6.99 5.37
Notes: (1) Inflow time of concentration rounded to the nearest time interval that HEC-HMS could accept
2) Peak elevation measured from the invert of the mid-flow orifice
A Rational method inflow hydrograph was generated using RickRat Hydro software from Rick
Engineering. The parameters of the drainage area were entered into RickRat Hydro software to generate
an inflow hydrograph. The data from this hydrograph was then entered into HEC-HMS software to
model the release rates from the detention system.
HEC-HMS allows for hydrology input time steps of 1, 2, 3, 4, 5, 6, 10, 15 & 20 minutes. Rick Rat Hydro
requires a minimum time of concentration (Tc) of 5 minutes. Therefore, the time of concentration (Tc)
used for the concentration of the hydrograph was rounded to the nearest time interval that RickRat Hydro
and HEC-HMS could accept. The time of concentration used is 10 minutes. The peak flow remains as
per the modified Rational Method analysis and is not reduced (or increased) from this hydrograph
development accordingly.
Rational method hydrographs, stage-storage-discharge relationships and HEC-HMS model output is
provided in Appendix 5 of this report.
13
3. CALCULATIONS/RESULTS
3.1 Pre- & Post-Development Peak Flow Comparison
Below are a series of tables which summarize the calculations provided in the appendices of this report.
Table 3.1 itemizes the pre-project condition peak flow rates for the 100-year storm event at the project’s
discharge locations.
TABLE 3.1- Pre-Project Condition Peak Flow Summary
Drainage
Basin
Drainage
Area (ac)
Runoff
Coefficient, C
Pre-Project
Q100 (cfs)
Basin A 2.79 0.55 7.20
Basin B 6.13 0.55 15.42
Basin C 0.79 0.55 2.78
Total 9.71 0.55 25.40
Table 3.2 itemizes the post-project and detained condition peak flow rates for the 100-year storm event at
the project’s discharge locations.
TABLE 3.2- Proposed Post-Project Condition Peak Flow Summary
Drainage
Basin
Drainage
Area (ac)
Runoff
Coefficient, C
Post-Project
Condition
Q100 (cfs)
Detained
Condition
Q100 (cfs)
Basin A 8.52 0.79 33.45 7.17
Basin B 1.19 0.80 5.77 5.77
Total 9.71 0.79 39.22 12.94
Table 3.3 shows that the total storm water peak flow for the proposed development is less than the
existing storm water peak flow for the 100-year rainfall event.
TABLE 3.3- Pre-Project Vs. Post-Project Detained Condition Peak Flow Summary
Pre-Project
Condition Q100
cfs)
Post-Project
Detained Condition
Q100 (cfs)
Pre-Project Vs.
Post-Project
Detained Condition
Q100 (cfs)
25.40 12.94 -12.46
14
3.2 Storm Water Quality
The proposed site will include Modular Wetland Systems that will provide the required storm water
quality treatment for the project. For information regarding BMP sizing and the water quality design,
refer to the Storm Water Quality Management Plan for Shinohara Business Center by PLSA, dated May
20, 2022, under separate cover.
3.3 Hydromodification
The project is exempt from hydromodification management requirements. For additional information
regarding hydromodification exemption, refer to the Storm Water Quality Management Plan for
Shinohara Business Center by PLSA, dated May 20, 2022, under separate cover.
15
4. CONCLUSION
This report analyzed the 100-year storm event hydrology for the proposed site using the Advanced
Engineering Software (AES) and demonstrates that the post-developed peak flow rates are less than the
pre-developed peak flow rates at the project’s two existing discharge locations. In addition, the proposed
storm drain system was sized adequately to convey the proposed project’s runoff and supporting
calculations can be found in the appendices of this report.
The proposed project will not substantially alter the existing drainage pattern of the site or area, including
through the alteration of the course of a stream or river, in a manner that would result in substantial
erosion or siltation on or off-site. In addition, the proposed project will not increase the peak runoff rate
for the post-project condition when compared to the pre-project condition.
The project is not within the FEMA 100-year floodplain boundary as mapped on the Flood Insurance
Rate Map.
Appendix 1
Pre-Project Condition Hydrology Node Map
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139138
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BASIN A
20
21
0.31
P/LP/
LP/
L
L
7 5 L=
1,
062'22
15.4 A=
6.05 C=
0.55 A=
0.09 C=
0.55 POR
LOT 1
S19 T18S R1W S.
B.M.PM
14521PM 14521
ROS 21570
MAP 5729
MAP 6958
BASIN B
L=
72'
10 11
0.13
L=
500'12
7.
20 13
7.20 A=0.04 C=
0.55 A=
2.75 C=
0.55
L=
224'SHINOHARA
LANETIMBERSTREETEXIST.
CONCRETE SWALE
EXIST.
CONCRETE SWALE
EXIST. CONCRETE
SWALE EXIST.
STORM
DRAIN INLET
EXIST. CONCRETE SWALE
EXIST.
CONCRETE SWALE EXIST.
CONCRETE SWALE 255.
0 FG)231.
0 FG)149.
0 FG)215.
5 FG)
213.
0 FG)EXIST.
CONCRETE SWALE
149.
0 FG)EXIST.
CONCRETE SWALE
143.67
FL)EXIST. CONCRETE
DRAINAGE CHANNEL
EXIST. D-
25
CURB OUTLET
EXIST.
CROSS GUTTER
EXIST.
CONCRETE
SWALE P/
L 30 31
0.28 L=
75'L=83'
A=0.08
C=
0.55
A=0.72
C=0.55
32 2.78
234.0
FG)207.0
FG)220.0
FG)BASIN C
PRE-PROJECT CONDITION
HYDROLOGY NODE MAP SHINOHARA
BUSINESS PARK 517 SHINOHARA
LANE CHULA
VISTA,
CA 91911 PLSA JOB NO. 3690 MAY
2022 ASSOCIATES Phone 858.259.8212 |
www.plsaengineering.com
San Diego | Solana
Beach | Orange County HYDROLOGIC SOIL
GROUP DEPTH TO GROUNDWATER HYDROLOGIC
SOIL TYPE:
C & D DEPTH TO GROUNDWATER >
20 FT PROJECT CHARACTERISTICS PARCEL AREA:
9.73 AC EXISTING DRAINAGE
BOUNDARY: 9.71 AC EXISTING IMPERVIOUS AREA:
0 AC
EXISTING
PERVIOUS / LANDSCAPE AREA:
9.71
AC
DESCRIPTION SYMBOL LEGEND
RIGHT-OF-WAY
BASIN BOUNDARY FLOWLINESUB-
BASIN BOUNDARY SUB-
BASIN AREA
HYDROLOGY NODE
101.00 A=0.10 Q100 (
CFS)PROPERTY
LINE WEIGHTED
RUNOFF COEFFICIENT
C=
0.
55
RUNOFF COEFFICIENT R/
W
P/
L DRAINAGE
BASIN IMPERVIOUS
AREA (AC)%
IMP WEIGHTED
RUNOFF COEFFICIENT, C 100-YEAR EXISTING PEAK FLOW (CFS)BASIN
A
0.00
0.0%
0.55 7.20 DRAINAGE AREA (AC)2.
79 SUMMARY OFEXISTINGCONDITION
100-YEAR PEAKFLOWSBASIN
B 15.
426.13
BASIN C
2.780.
79 0.
00 0.
00 0.0%0.0%0.55 0.55 TOTAL
25.409.71 0.00 0.0%0.55 IN ACCORDANCE WITH
SECTION 3 - GENERAL DESIGN CRITERIA OF THE CITY OF
CHULA VISTA SUBDIVISION MANUAL, RUNOFF COEFFICIENTS WERE BASED ON
LAND USE. AN APPROPRIATE RUNOFF COEFFICIENT WAS SELECTED FROM SECTION 3-203.3 AND
MULTIPLIED BY THE PERCENTAGE OF TOTAL AREA IN THAT CLASS. THE SUM OF
THE PRODUCTS
FOR ALL LAND USES IS THE WEIGHTED RUNOFF COEFFICIENT.SEE TABLE
2.1 OF THE "PRELIMINARY DRAINAGE STUDY FOR PROJECT SHINOHARA"
BY PLSA DATED FEBRUARY 2022
Appendix 2
Post-Project Condition Hydrology Node Map
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X X X
XXXXXXXXXXXXXX
XXXXXXXXXXXXX
XX
X X X X X X X
XX
XXXXXXXXX X
X
SSSSSS
WWWWWX X X X X X X X
X
X
X
X
X
X
X
X
X
X
X
X X X
XXXXXXXXXXXXXXXXXXXXXXXXX
X
XXXXX X X X X X
X X X
X X X X X X X X X X X X X X X X X X X X X
XXXXXXXX258258257256256256256255255255255
255
2
5
4250250250250
250
245245245245245240240240240240240235235235235235
235
235230230230230230230
230
227
225225
225225225225225
225
2
2
2
220
220
220
22
0
220
220
220220220220
217
216
215
215
215
215
215215215215
215
21
5
215 215 215
215215210210
210
2
1
0
210
210
210
2
1
0
210
210
2102102
1
0
2102092
0
9
208
2
0
8
208207
207207207206206
205205
205205
205205
205
205
205205
2
0
5205205201
200
20
0
200200
200200200200200200
200200
1
9
5
195
1951951
9
5
1
9
5
195
195
195190190
19019019
0190
190190
190
189
1
8
9
186185
18518518
5
1
8
5
185185185
1
84180
1801801
8
0
1
8
0
180180
180175175
1751751
7
5
1
7
5
175175175172
170
170
1701701
7
0
1
7
0
170170170
165
1651651
6
5
1
65
16
5
165160
160
1601601
6
0
1601601601561
5
5
1551
5
5
155155155155
155
154
153152152152
151
1
5
0
150150150150150150149148
148146
145
145145145145145145144
144144
144144144143143142
14
2
141
141141
1411411
4
0
140140
1401
4
0
139
1
3
9
139138
138138
TX X X X
X
X X X X X X X X X X X X X X XXXXXXXXXXXXXXXXXXXXXSSSSSSWWWWWP
BASIN A
INDUSTRIALBLDG
197.50 FF
BASIN B
SHINOHARA LANETIMBERSTREETA=0.
39 C=0.
60
111 10.
5
133 6.
99 A=0.
14 C=0.
85
L=118'
136 7.17
A=0.20
C=0.85
A=0.94
C=0.85
A=0.16
C=
0.85
201 0.
48 L=
100'L=
718'
L=102'
L=94'L=
110'L=155'
L=
203'129
11.2 A=
1.03 C=
0.
79
202 5.
77
A=0.
34
C=0.
85 100 102
1.96 103
2.98 104
4.80 A=
0.38
C=
0.85
A=
0.41
C=0.85 L=
103'
110 10.
5 L=106'
113 12.6
L=49'L=
53'L=19'
114 16.3
A=0.29
C=0.85
A=0.27
C=0.85
A=0.80
C=0.85
A=0.34
C=
0.85
A=
0.38
C=0.85 A=0.35
C=0.85
123 6.76
124
7.62
L=
103'L=
59'L=
33'A=0.
22 C=0.
85 125
8.
15 130
11.2
L=67'A=
0.37 C=
0.
85 L=
105'135
6.99 L=
75'
A=0.
04 C=0.
85 101 0.
21
L=50'
L=47'A=
0.25 109
10.2 A=
0.20 C=
0.85 108
9.87 A=
0.12
C=
0.
85 L=
94'A=0.
12 C=0.
85
A=0.
11 C=0.
85 L=31'
L=
118'117
119
1.96
A=0.04
C=0.85
118 0.21
L=50'A=
0.19 C=
0.85 126
8.60 127
9.10 L=
42L=
73'A=
0.11
C=0.
85 A=
0.
16 C=
0.
85A=0.16 C=
0.
85 A=
0.
20 C=
0.85
116
33.5
L=
104'L=29'L=
28'
L=29'
L=50'
105
5.72
106 7.
65L=
54'L=
70'
107 9.
52 115 19.
5 L=51'
112 11.7
120 2.24121
3.32 122
5.18 L=
42'
128
9.91
L=108'
131 14.
21346.99 A=
0.06 C=0.
85
A=
0.
08 C=0.
60
A=
0.
84
C=
0.
85
200
132
33.
5 P/L
P/
L
P/
LP/
L
P/
LP/LP/
LP/
LP/
L
P/
L
P/
L
P/
LP/
LR/
WR/
W1651551601
5
0
180175170185190225
230 235220215210205200195 240245250215220210205160
205 192 192
1 95196196196193
195 194 193
193 250250245240235220225245250255250200 1931
9 4 205210193
197197 196 196
1951951951951931941951961501 9 6
192 192
193
196 209
200149148196
1 9
5
1 9
6
149.11
FS)
182.75
IE 190.57 IE189.94
IE 189.73
IE 186.51
IE 192.50
IE 194.20
IE 193.70 IE
EXIST. CONCRETE SWALE EXIST. CONCRETE
SWALE EXIST. CONCRETE
SWALE EXIST. CONCRETE
SWALE EXIST. CONCRETE
SWALE EXIST. CONCRETE
SWALE TO
REMAIN EXIST. CONCRETE SWALE
TO REMAIN
PROP. BROW DITCH PROP.
BROW DITCH
PROP. BROW DITCH PROP.
TYPE B BROW
DITCH PER
SDRSD D-75
PROP. TYPE
B BROW DITCH
PER SDRSD
D-75 PROP.
TYPE B BROW
DITCH PER SDRSD
D-75PROP. LANDSCAPED
1H:4V
RETAINING WALL PROP.
LANDSCAPED 1H:4V
RETAINING WALL PROP.
SOIL NAIL RETAINING
WALL PROP. SOIL
NAIL RETAINING WALL
PROP. SOIL
NAIL RETAINING
WALL PROP. TYPEB
BROW
DITCH PER SDRSD D-75
PROP. BROW DITCHEXIST. CONCRETE
DRAINAGE CHANNEL PROP. CURB
OUTLET 192.50 IE
194.20 IE 193.70
IE 188.68 IE
185.12 IE POC-
2 POC-1 EXIST.
CURB OUTLETEXIST. CROSS GUTTER
PROP. TYPE
A C.O.PER
SDRSD D-09 179.
95 IE IN 179.
62 IE OUT PROP. TYPE
A C.O.PER
SDRSD D-09 191.
30 IE IN 190.
97 IE OUT PROP. TYPE
G-1 CATCH BASIN
PER SDRSD D-08
187.46 IE IN
187.13 IE OUT PROP.
TYPE A C.O.
PER SDRSD D-09
185.50 IE IN
185.17 IE
OUT PROP.
TYPE A C.
O.PER SDRSD D-
09 191.51 IE
IN 191.18 IE OUT PROP.
TYPE A C.O.
PER SDRSD D-09
188.02 IE IN 187.
69 IE OUT PROP.
TYPE F CATCH BASIN 145.
63 RIM 141.53 IE
IN PROP. MOD. TYPE
A C.O. PER SDRSD
D-09 178.40
IE IN 143.03
IE OUT PROP. TYPE
A C.O.
PER SDRSD D-
09 183.44
IE IN (N)184.
49 IE IN (
S)183.11
IE OUT
PROP. TYPE A C.
O.
PER SDRSD D-09
186.10 IE IN
185.77 IE OUT
190.35
IE 184.87 IE 183.93
IE 2' CURB
CUT TO DRAIN BROW
DITCH 172.00
FL BMP-2
MWS-L-
8-24 UNDERGROUND)
4.7' OPERATING HEAD
180.55 IE
IN 180.05
IE OUT BMP-4
MWS L-4-15 (
PLANTED) WITH CURB INLET
OPENING 3.
9' OPERATING HEAD 149.
90 FL PROP. PUMP
TO CURB OUTLET 190.
05 IE PROP.
TYPE G-1 CATCH BASIN
PER SDRSD D-08
188.35 IE IN
188.02 IE OUT
PROP. TYPE G-
1 CATCH BASIN
PER SDRSD D-08 186.
57 IE IN 186.
24 IE OUT 183.
63 IE PROP. TYPE
A C.O.
PER SDRSD D-
09 189.45
IE IN 189.
12 IE
OUT
187.44
IE 189.72
IE PROP. TYPE A
C.O.PER SDRSD
D-09 189.30
IE IN 188.97
IE OUT 184.25 IE
190.82 IE 196.50
FS 192.61 FS
BMP-1 STORMCAPTURE
DETENTION SYSTEM HEIGHT =
6 FT VOLUME = 35,
824 CF VAULT IE = 182.
75 VAULT SOFIT = 188.
75 VAULT
TOP =
189.33 182.
75 IE 24"
OUT 4"-DIA LOW-FLOW
ORIFICE 182.75 IE OUT
C=0.
60 OUTLET CONTROL WEIR SEE
DETAIL THIS SHEET 184.75 MID-
FLOW WEIR 188.25 EMERGENCY OVERFLOW
DESCRIPTION SYMBOL LEGEND HYDROLOGIC SOIL GROUP
DEPTH TO GROUNDWATER HYDROLOGIC SOIL TYPE: C &
D DEPTH TO
GROUNDWATER > 20 FT
PROJECT CHARACTERISTICS PARCEL
AREA:9.73
AC PROPOSED DRAINAGE BOUNDARY:
9.71 AC PROPOSED
DISTURBED AREA:
9.67 AC
PROPOSED IMPERVIOUS
AREA:8.
03 AC
PROPOSED PERVIOUS /
LANDSCAPE
AREA:1.64
AC POST-PROJECTCONDITION
HYDROLOGY NODE MAP
SHINOHARA BUSINESS PARK 517 SHINOHARA
LANE CHULA VISTA, CA 91911 PLSA
JOB NO. 3690
MAY 2022
RIGHT-
OF-
WAY
PROPERTY LINE R/
W
P/
L BASIN
BOUNDARY FLOWLINE
SUB-BASIN
AREA HYDROLOGY NODE 1001.00 A=0.10 POST-PROJECT
DETAINED
Q100 (CFS)
WEIGHTED RUNOFF
COEFFICIENT C=0.85 SUB-BASIN BOUNDARY RUNOFF
COEFFICIENT DRAINAGE BASIN IMPERVIOUS AREA (AC)% IMP WEIGHTED RUNOFFCOEFFICIENT, C
POST-PROJECT Q100 (CFS)BASIN A 7.3686.4%
0.79
33.
45 DRAINAGE
AREA (AC)
8.52
SUMMARY OF
PROPOSED CONDITION 100-YEAR PEAK FLOWS BASIN B 0.68 56.8%0.
80 5.771.19 TOTAL 8.03 82.7%0.79 39.229.71 POST-PROJECT DETAINED Q100 (
CFS)
7.17
5.77
12.94 NOTE: THE POST-PROJECT PEAK
FLOW HAS NOT
BEEN REDUCED FROM DETENTION ROUTING.THE POST-PROJECT DETAINED PEAK FLOW HAS
BEEN REDUCED BY ROUTING FLOW THROUGH THE PROJECT'S
DETENTION FACILITY.POC POC-1 POC-2 BMP-1
STORMCAPTURE OUTLET CONTROL WEIR DETAIL NOT TO SCALE IN ACCORDANCE WITH SECTION 3 -GENERAL
DESIGN CRITERIA OF THE CITY OF CHULA VISTA SUBDIVISION MANUAL, RUNOFF COEFFICIENTS WERE
BASED ON
LAND USE. AN APPROPRIATE RUNOFF COEFFICIENT WAS SELECTED FROM SECTION 3-
203.3 AND MULTIPLIED BY THE PERCENTAGE OF TOTAL
AREA IN THAT CLASS. THE SUM OF THE
Appendix 3
Hydrology Design Summary
Appendix 4
AES Rational Method Calculations
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
c) Copyright 1982-2008 Advanced Engineering Software (aes)
Ver. 15.0 Release Date: 04/01/2008 License ID 1452
Analysis prepared by:
PASCO LARET SUITER & ASSOCIATES
535 NORTH HIGHWAY 101
SUITE A
SOLANA BEACH CA 92705
FILE NAME: 3690E100.DAT
TIME/DATE OF STUDY: 12:51 02/24/2022
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
RAINFALL-INTENSITY ADJUSTMENT FACTOR = 1.000
USER SPECIFIED:
NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9
1) 5.000; 6.323
2) 10.000; 4.044
3) 15.000; 3.113
4) 20.000; 2.586
5) 25.000; 2.239
6) 30.000; 1.991
7) 40.000; 1.654
8) 50.000; 1.432
9) 60.000; 1.273
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 72.00
UPSTREAM ELEVATION(FEET) = 215.50
100-YEAR PRE-PROJECT CONDITION
DOWNSTREAM ELEVATION(FEET) = 213.00
ELEVATION DIFFERENCE(FEET) = 2.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.548
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.073
SUBAREA RUNOFF(CFS) = 0.13
TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.13
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51
COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 213.00 DOWNSTREAM(FEET) = 149.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.1280
CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 20.000
MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.695
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5500
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.76
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.76
AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 3.02
Tc(MIN.) = 8.57
SUBAREA AREA(ACRES) = 2.75 SUBAREA RUNOFF(CFS) = 7.10
AREA-AVERAGE RUNOFF COEFFICIENT = 0.550
TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) = 7.20
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 3.33
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 572.00 FEET.
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 51
COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 149.00 DOWNSTREAM(FEET) = 143.67
CHANNEL LENGTH THRU SUBAREA(FEET) = 224.00 CHANNEL SLOPE = 0.0238
CHANNEL BASE(FEET) = 2.50 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
CHANNEL FLOW THRU SUBAREA(CFS) = 7.20
FLOW VELOCITY(FEET/SEC.) = 6.48 FLOW DEPTH(FEET) = 0.35
TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 9.15
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 796.00 FEET.
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00
UPSTREAM ELEVATION(FEET) = 255.00
DOWNSTREAM ELEVATION(FEET) = 231.00
ELEVATION DIFFERENCE(FEET) = 24.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.980
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.31
TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.31
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51
COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 231.00 DOWNSTREAM(FEET) = 149.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 1062.00 CHANNEL SLOPE = 0.0772
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 10.000
MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.565
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5500
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.20
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.63
AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 4.88
Tc(MIN.) = 8.86
SUBAREA AREA(ACRES) = 6.05 SUBAREA RUNOFF(CFS) = 15.19
AREA-AVERAGE RUNOFF COEFFICIENT = 0.550
TOTAL AREA(ACRES) = 6.1 PEAK FLOW RATE(CFS) = 15.42
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 4.38
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1137.00 FEET.
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00
UPSTREAM ELEVATION(FEET) = 234.00
DOWNSTREAM ELEVATION(FEET) = 220.00
ELEVATION DIFFERENCE(FEET) = 14.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.980
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.28
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.28
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 51
COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 220.00 DOWNSTREAM(FEET) = 207.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 83.00 CHANNEL SLOPE = 0.1566
CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 8.000
MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5500
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.53
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.75
AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 0.79
Tc(MIN.) = 4.77
SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 2.50
AREA-AVERAGE RUNOFF COEFFICIENT = 0.550
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.78
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.34
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 158.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.8 TC(MIN.) = 4.77
PEAK FLOW RATE(CFS) = 2.78
END OF RATIONAL METHOD ANALYSIS
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:
FILE NAME: 3690P100.DAT
TIME/DATE OF STUDY: 15:18 05/26/2022
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
RAINFALL-INTENSITY ADJUSTMENT FACTOR = 1.000
USER SPECIFIED:
NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9
1) 5.000; 6.323
2) 10.000; 4.044
3) 15.000; 3.113
4) 20.000; 2.586
5) 25.000; 2.239
6) 30.000; 1.991
7) 40.000; 1.654
8) 50.000; 1.432
9) 60.000; 1.273
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 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) = 50.00
UPSTREAM ELEVATION(FEET) = 194.20
DOWNSTREAM ELEVATION(FEET) = 193.70
ELEVATION DIFFERENCE(FEET) = 0.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.182
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.21
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51
COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 193.70 DOWNSTREAM(FEET) = 192.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 118.00 CHANNEL SLOPE = 0.0102
CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 50.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.072
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.10
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.83
AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 2.37
Tc(MIN.) = 5.55
SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.75
AREA-AVERAGE RUNOFF COEFFICIENT = 0.850
TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.96
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 1.07
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 168.00 FEET.
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) = 192.50 DOWNSTREAM(FEET) = 191.30
FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.79
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.96
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 5.60
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 197.00 FEET.
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.047
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) = 1.03
TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 2.98
TC(MIN.) = 5.60
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) = 190.97 DOWNSTREAM(FEET) = 190.35
FLOW LENGTH(FEET) = 103.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.61
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.98
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 5.98
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 300.00 FEET.
FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.877
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) = 0.38 SUBAREA RUNOFF(CFS) = 1.90
TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 4.80
TC(MIN.) = 5.98
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) = 190.35 DOWNSTREAM(FEET) = 190.05
FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.26
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.80
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 6.14
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 350.00 FEET.
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.805
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) = 0.99
TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 5.72
TC(MIN.) = 6.14
FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 190.05 DOWNSTREAM(FEET) = 189.72
FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.40
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.72
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 6.30
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 404.00 FEET.
FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.729
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) = 0.41 SUBAREA RUNOFF(CFS) = 2.00
TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 7.65
TC(MIN.) = 6.30
FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 189.72 DOWNSTREAM(FEET) = 189.30
FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.91
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.65
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.50
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 474.00 FEET.
FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.639
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) = 0.14 SUBAREA RUNOFF(CFS) = 0.67
TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 8.20
TC(MIN.) = 6.50
FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.639
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .6000
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8036
SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.32
TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 9.52
TC(MIN.) = 6.50
FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 188.97 DOWNSTREAM(FEET) = 188.35
FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.34
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.52
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.77
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 576.00 FEET.
FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.517
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8061
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 9.87
TC(MIN.) = 6.77
FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 188.02 DOWNSTREAM(FEET) = 187.46
FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.34
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.87
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 7.02
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 670.00 FEET.
FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 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 = 0.8083
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 2.3 TOTAL RUNOFF(CFS) = 10.22
TC(MIN.) = 7.02
FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 187.13 DOWNSTREAM(FEET) = 186.57
FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.38
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.22
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 7.26
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 764.00 FEET.
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.293
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8102
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.49
TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) = 10.51
TC(MIN.) = 7.26
FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 186.24 DOWNSTREAM(FEET) = 185.50
FLOW LENGTH(FEET) = 106.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.83
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.51
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.52
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 870.00 FEET.
FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.175
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8112
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 10.54
TC(MIN.) = 7.52
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 185.17 DOWNSTREAM(FEET) = 184.87
FLOW LENGTH(FEET) = 49.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.50
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.54
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.64
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 919.00 FEET.
FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.117
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8152
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.26
TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 11.68
TC(MIN.) = 7.64
FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 184.87 DOWNSTREAM(FEET) = 184.25
FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.55
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.68
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.91
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 113.00 = 1023.00 FEET.
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.997
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8182
SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 1.15
TOTAL AREA(ACRES) = 3.1 TOTAL RUNOFF(CFS) = 12.55
TC(MIN.) = 7.91
FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 184.25 DOWNSTREAM(FEET) = 183.93
FLOW LENGTH(FEET) = 53.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.66
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.55
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 8.04
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 1076.00 FEET.
FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.936
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8257
SUBAREA AREA(ACRES) = 0.94 SUBAREA RUNOFF(CFS) = 3.94
TOTAL AREA(ACRES) = 4.0 TOTAL RUNOFF(CFS) = 16.34
TC(MIN.) = 8.04
FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 183.93 DOWNSTREAM(FEET) = 183.63
FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.09
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 16.34
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 8.16
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1127.00 FEET.
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.882
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8297
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.32
TOTAL AREA(ACRES) = 4.8 TOTAL RUNOFF(CFS) = 19.48
TC(MIN.) = 8.16
FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 183.63 DOWNSTREAM(FEET) = 183.44
FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.39
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 19.48
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.23
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 116.00 = 1158.00 FEET.
FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 10
MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 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) = 50.00
UPSTREAM ELEVATION(FEET) = 194.20
DOWNSTREAM ELEVATION(FEET) = 193.70
ELEVATION DIFFERENCE(FEET) = 0.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.182
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.21
FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 51
COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 193.70 DOWNSTREAM(FEET) = 192.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 118.00 CHANNEL SLOPE = 0.0102
CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 50.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.072
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.10
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.83
AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 2.37
Tc(MIN.) = 5.55
SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.75
AREA-AVERAGE RUNOFF COEFFICIENT = 0.850
TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.96
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 1.07
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 119.00 = 168.00 FEET.
FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 192.50 DOWNSTREAM(FEET) = 191.51
FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.20
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.96
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 5.61
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 120.00 = 197.00 FEET.
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.045
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .6000
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8065
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.29
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 2.24
TC(MIN.) = 5.61
FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 191.18 DOWNSTREAM(FEET) = 190.82
FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.42
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.24
PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 5.83
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 121.00 = 256.00 FEET.
FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.944
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8206
SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 1.11
TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 3.32
TC(MIN.) = 5.83
FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 190.82 DOWNSTREAM(FEET) = 190.57
FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.85
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.32
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 5.98
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 122.00 = 298.00 FEET.
FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.878
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8311
SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.90
TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 5.18
TC(MIN.) = 5.98
FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 190.57 DOWNSTREAM(FEET) = 189.94
FLOW LENGTH(FEET) = 103.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.35
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.18
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 6.30
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 123.00 = 401.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.732
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8358
SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 1.71
TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 6.76
TC(MIN.) = 6.30
FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 189.94 DOWNSTREAM(FEET) = 189.73
FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.91
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.76
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.39
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 124.00 = 434.00 FEET.
FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.690
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8375
SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.92
TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 7.62
TC(MIN.) = 6.39
FLOW PROCESS FROM NODE 124.00 TO NODE 125.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 189.73 DOWNSTREAM(FEET) = 189.45
FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.89
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.62
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.52
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 125.00 = 481.00 FEET.
FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.629
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8383
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.53
TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 8.07
TC(MIN.) = 6.52
FLOW PROCESS FROM NODE 125.00 TO NODE 126.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 189.12 DOWNSTREAM(FEET) = 188.68
FLOW LENGTH(FEET) = 73.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.98
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.07
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.73
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 126.00 = 554.00 FEET.
FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.536
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8393
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.75
TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 8.69
TC(MIN.) = 6.73
FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 188.68 DOWNSTREAM(FEET) = 188.02
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.02
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.69
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 7.03
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 127.00 = 664.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.397
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8401
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.73
TOTAL AREA(ACRES) = 2.0 TOTAL RUNOFF(CFS) = 9.21
TC(MIN.) = 7.03
FLOW PROCESS FROM NODE 127.00 TO NODE 128.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 187.69 DOWNSTREAM(FEET) = 187.44
FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.02
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.21
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 7.15
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 128.00 = 706.00 FEET.
FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.344
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8410
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.91
TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 10.02
TC(MIN.) = 7.15
FLOW PROCESS FROM NODE 128.00 TO NODE 129.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 187.44 DOWNSTREAM(FEET) = 186.51
FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.38
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.02
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 7.55
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 129.00 = 861.00 FEET.
FLOW PROCESS FROM NODE 129.00 TO NODE 129.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.160
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8423
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.62
TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 11.30
TC(MIN.) = 7.55
FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 186.51 DOWNSTREAM(FEET) = 186.10
FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.58
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.30
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 7.72
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 130.00 = 928.00 FEET.
FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 185.77 DOWNSTREAM(FEET) = 185.12
FLOW LENGTH(FEET) = 108.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.54
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.30
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 8.00
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 131.00 = 1036.00 FEET.
FLOW PROCESS FROM NODE 131.00 TO NODE 131.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.957
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8442
SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 3.54
TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 14.40
TC(MIN.) = 8.00
FLOW PROCESS FROM NODE 131.00 TO NODE 116.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 185.12 DOWNSTREAM(FEET) = 184.49
FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.98
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 14.40
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 8.25
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 116.00 = 1141.00 FEET.
FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 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 14.40 8.25 4.843 3.44
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 116.00 = 1141.00 FEET.
MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 19.48 8.23 4.850 4.81
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 116.00 = 1158.00 FEET.
PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 33.85 8.23 4.850
2 33.85 8.25 4.843
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 33.85 Tc(MIN.) = 8.23
TOTAL AREA(ACRES) = 8.2
FLOW PROCESS FROM NODE 116.00 TO NODE 132.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 183.11 DOWNSTREAM(FEET) = 182.75
FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.98
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 33.85
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.26
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 132.00 = 1177.00 FEET.
FLOW PROCESS FROM NODE 133.00 TO NODE 134.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 182.75 DOWNSTREAM(FEET) = 179.95
FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 24.45
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 33.85
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.28
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 134.00 = 1205.00 FEET.
FLOW PROCESS FROM NODE 134.00 TO NODE 135.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 179.62 DOWNSTREAM(FEET) = 178.40
FLOW LENGTH(FEET) = 203.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.47
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 33.85
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.67
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 135.00 = 1408.00 FEET.
FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 143.03 DOWNSTREAM(FEET) = 141.53
FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.91
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 33.85
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 8.78
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 136.00 = 1483.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.600
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .6000
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8288
SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.69
TOTAL AREA(ACRES) = 8.5 TOTAL RUNOFF(CFS) = 33.85
TC(MIN.) = 8.78
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 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) = 196.50
DOWNSTREAM ELEVATION(FEET) = 192.61
ELEVATION DIFFERENCE(FEET) = 3.89
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.861
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.86
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.86
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 61
COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 192.61 DOWNSTREAM ELEVATION(FEET) = 149.11
STREET LENGTH(FEET) = 718.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 36.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.015
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.015
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.015
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.35
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 9.16
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21
STREET FLOW TRAVEL TIME(MIN.) = 2.69 Tc(MIN.) = 5.55
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.071
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .7900
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.798
SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 4.94
TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 5.77
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 11.64
FLOW VELOCITY(FEET/SEC.) = 5.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.56
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 818.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.2 TC(MIN.) = 5.55
PEAK FLOW RATE(CFS) = 5.77
END OF RATIONAL METHOD ANALYSIS
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:
FILE NAME: 3690D100.DAT
TIME/DATE OF STUDY: 15:18 05/26/2022
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
RAINFALL-INTENSITY ADJUSTMENT FACTOR = 1.000
USER SPECIFIED:
NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9
1) 5.000; 6.323
2) 10.000; 4.044
3) 15.000; 3.113
4) 20.000; 2.586
5) 25.000; 2.239
6) 30.000; 1.991
7) 40.000; 1.654
8) 50.000; 1.432
9) 60.000; 1.273
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 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) = 50.00
UPSTREAM ELEVATION(FEET) = 194.20
DOWNSTREAM ELEVATION(FEET) = 193.70
ELEVATION DIFFERENCE(FEET) = 0.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.182
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.21
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51
COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 193.70 DOWNSTREAM(FEET) = 192.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 118.00 CHANNEL SLOPE = 0.0102
CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 50.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.072
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.10
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.83
AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 2.37
Tc(MIN.) = 5.55
SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.75
AREA-AVERAGE RUNOFF COEFFICIENT = 0.850
TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.96
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 1.07
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 168.00 FEET.
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) = 192.50 DOWNSTREAM(FEET) = 191.30
FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.79
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.96
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 5.60
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 197.00 FEET.
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.047
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) = 1.03
TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 2.98
TC(MIN.) = 5.60
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) = 190.97 DOWNSTREAM(FEET) = 190.35
FLOW LENGTH(FEET) = 103.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.61
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.98
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 5.98
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 300.00 FEET.
FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.877
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) = 0.38 SUBAREA RUNOFF(CFS) = 1.90
TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 4.80
TC(MIN.) = 5.98
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) = 190.35 DOWNSTREAM(FEET) = 190.05
FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.26
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.80
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 6.14
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 350.00 FEET.
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.805
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) = 0.99
TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 5.72
TC(MIN.) = 6.14
FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 190.05 DOWNSTREAM(FEET) = 189.72
FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.40
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.72
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 6.30
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 404.00 FEET.
FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.729
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) = 0.41 SUBAREA RUNOFF(CFS) = 2.00
TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 7.65
TC(MIN.) = 6.30
FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 189.72 DOWNSTREAM(FEET) = 189.30
FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.91
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.65
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.50
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 474.00 FEET.
FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.639
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) = 0.14 SUBAREA RUNOFF(CFS) = 0.67
TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 8.20
TC(MIN.) = 6.50
FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.639
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .6000
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8036
SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.32
TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 9.52
TC(MIN.) = 6.50
FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 188.97 DOWNSTREAM(FEET) = 188.35
FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.34
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.52
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.77
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 576.00 FEET.
FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.517
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8061
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 9.87
TC(MIN.) = 6.77
FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 188.02 DOWNSTREAM(FEET) = 187.46
FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.34
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.87
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 7.02
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 670.00 FEET.
FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 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 = 0.8083
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 2.3 TOTAL RUNOFF(CFS) = 10.22
TC(MIN.) = 7.02
FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 187.13 DOWNSTREAM(FEET) = 186.57
FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.38
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.22
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 7.26
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 764.00 FEET.
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.293
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8102
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.49
TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) = 10.51
TC(MIN.) = 7.26
FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 186.24 DOWNSTREAM(FEET) = 185.50
FLOW LENGTH(FEET) = 106.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.83
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.51
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.52
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 870.00 FEET.
FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.175
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8112
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 10.54
TC(MIN.) = 7.52
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 185.17 DOWNSTREAM(FEET) = 184.87
FLOW LENGTH(FEET) = 49.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.50
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.54
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.64
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 919.00 FEET.
FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.117
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8152
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.26
TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 11.68
TC(MIN.) = 7.64
FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 184.87 DOWNSTREAM(FEET) = 184.25
FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.55
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.68
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.91
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 113.00 = 1023.00 FEET.
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.997
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8182
SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 1.15
TOTAL AREA(ACRES) = 3.1 TOTAL RUNOFF(CFS) = 12.55
TC(MIN.) = 7.91
FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 184.25 DOWNSTREAM(FEET) = 183.93
FLOW LENGTH(FEET) = 53.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.66
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.55
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 8.04
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 1076.00 FEET.
FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.936
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8257
SUBAREA AREA(ACRES) = 0.94 SUBAREA RUNOFF(CFS) = 3.94
TOTAL AREA(ACRES) = 4.0 TOTAL RUNOFF(CFS) = 16.34
TC(MIN.) = 8.04
FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 183.93 DOWNSTREAM(FEET) = 183.63
FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.09
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 16.34
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 8.16
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1127.00 FEET.
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.882
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8297
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.32
TOTAL AREA(ACRES) = 4.8 TOTAL RUNOFF(CFS) = 19.48
TC(MIN.) = 8.16
FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 183.63 DOWNSTREAM(FEET) = 183.44
FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.39
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 19.48
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.23
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 116.00 = 1158.00 FEET.
FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 10
MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 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) = 50.00
UPSTREAM ELEVATION(FEET) = 194.20
DOWNSTREAM ELEVATION(FEET) = 193.70
ELEVATION DIFFERENCE(FEET) = 0.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.182
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.21
FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 51
COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 193.70 DOWNSTREAM(FEET) = 192.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 118.00 CHANNEL SLOPE = 0.0102
CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 50.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.072
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.10
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.83
AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 2.37
Tc(MIN.) = 5.55
SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.75
AREA-AVERAGE RUNOFF COEFFICIENT = 0.850
TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.96
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 1.07
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 119.00 = 168.00 FEET.
FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 192.50 DOWNSTREAM(FEET) = 191.51
FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.20
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.96
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 5.61
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 120.00 = 197.00 FEET.
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.045
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .6000
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8065
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.29
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 2.24
TC(MIN.) = 5.61
FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 191.18 DOWNSTREAM(FEET) = 190.82
FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.42
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.24
PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 5.83
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 121.00 = 256.00 FEET.
FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.944
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8206
SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 1.11
TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 3.32
TC(MIN.) = 5.83
FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 190.82 DOWNSTREAM(FEET) = 190.57
FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.85
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.32
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 5.98
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 122.00 = 298.00 FEET.
FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.878
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8311
SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.90
TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 5.18
TC(MIN.) = 5.98
FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 190.57 DOWNSTREAM(FEET) = 189.94
FLOW LENGTH(FEET) = 103.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.35
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.18
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 6.30
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 123.00 = 401.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.732
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8358
SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 1.71
TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 6.76
TC(MIN.) = 6.30
FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 189.94 DOWNSTREAM(FEET) = 189.73
FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.91
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.76
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.39
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 124.00 = 434.00 FEET.
FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.690
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8375
SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.92
TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 7.62
TC(MIN.) = 6.39
FLOW PROCESS FROM NODE 124.00 TO NODE 125.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 189.73 DOWNSTREAM(FEET) = 189.45
FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.89
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.62
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.52
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 125.00 = 481.00 FEET.
FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.629
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8383
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.53
TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 8.07
TC(MIN.) = 6.52
FLOW PROCESS FROM NODE 125.00 TO NODE 126.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 189.12 DOWNSTREAM(FEET) = 188.68
FLOW LENGTH(FEET) = 73.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.98
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.07
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.73
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 126.00 = 554.00 FEET.
FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.536
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8393
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.75
TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 8.69
TC(MIN.) = 6.73
FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 188.68 DOWNSTREAM(FEET) = 188.02
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.02
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.69
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 7.03
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 127.00 = 664.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.397
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8401
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.73
TOTAL AREA(ACRES) = 2.0 TOTAL RUNOFF(CFS) = 9.21
TC(MIN.) = 7.03
FLOW PROCESS FROM NODE 127.00 TO NODE 128.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 187.69 DOWNSTREAM(FEET) = 187.44
FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.02
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.21
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 7.15
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 128.00 = 706.00 FEET.
FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.344
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8410
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.91
TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 10.02
TC(MIN.) = 7.15
FLOW PROCESS FROM NODE 128.00 TO NODE 129.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 187.44 DOWNSTREAM(FEET) = 186.51
FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.38
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.02
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 7.55
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 129.00 = 861.00 FEET.
FLOW PROCESS FROM NODE 129.00 TO NODE 129.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.160
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8423
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.62
TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 11.30
TC(MIN.) = 7.55
FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 186.51 DOWNSTREAM(FEET) = 186.10
FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.58
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.30
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 7.72
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 130.00 = 928.00 FEET.
FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 185.77 DOWNSTREAM(FEET) = 185.12
FLOW LENGTH(FEET) = 108.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.54
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.30
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 8.00
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 131.00 = 1036.00 FEET.
FLOW PROCESS FROM NODE 131.00 TO NODE 131.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.957
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8442
SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 3.54
TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 14.40
TC(MIN.) = 8.00
FLOW PROCESS FROM NODE 131.00 TO NODE 116.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 185.12 DOWNSTREAM(FEET) = 184.49
FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.98
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 14.40
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 8.25
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 116.00 = 1141.00 FEET.
FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 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 14.40 8.25 4.843 3.44
LONGEST FLOWPATH FROM NODE 117.00 TO NODE 116.00 = 1141.00 FEET.
MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 19.48 8.23 4.850 4.81
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 116.00 = 1158.00 FEET.
PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 33.85 8.23 4.850
2 33.85 8.25 4.843
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 33.85 Tc(MIN.) = 8.23
TOTAL AREA(ACRES) = 8.2
FLOW PROCESS FROM NODE 116.00 TO NODE 132.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 183.11 DOWNSTREAM(FEET) = 182.75
FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.98
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 33.85
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.26
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 132.00 = 1177.00 FEET.
FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE = 7
USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 19.00 RAIN INTENSITY(INCH/HOUR) = 2.69
TOTAL AREA(ACRES) = 8.27 TOTAL RUNOFF(CFS) = 6.99
FLOW PROCESS FROM NODE 133.00 TO NODE 134.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 182.75 DOWNSTREAM(FEET) = 179.95
FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.82
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.99
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 19.03
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 134.00 = 1205.00 FEET.
FLOW PROCESS FROM NODE 134.00 TO NODE 135.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 179.62 DOWNSTREAM(FEET) = 178.40
FLOW LENGTH(FEET) = 203.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.82
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.99
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 19.61
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 135.00 = 1408.00 FEET.
FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 31
COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 143.03 DOWNSTREAM(FEET) = 141.53
FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.03
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.99
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 19.77
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 136.00 = 1483.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE = 81
ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.611
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .6000
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3224
SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 8.5 TOTAL RUNOFF(CFS) = 7.17
TC(MIN.) = 19.77
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 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) = 196.50
DOWNSTREAM ELEVATION(FEET) = 192.61
ELEVATION DIFFERENCE(FEET) = 3.89
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.861
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.86
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.86
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 61
COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 192.61 DOWNSTREAM ELEVATION(FEET) = 149.11
STREET LENGTH(FEET) = 718.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 36.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.015
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.015
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.015
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.35
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 9.16
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21
STREET FLOW TRAVEL TIME(MIN.) = 2.69 Tc(MIN.) = 5.55
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.071
USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .7900
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.798
SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 4.94
TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 5.77
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 11.64
FLOW VELOCITY(FEET/SEC.) = 5.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.56
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 818.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.2 TC(MIN.) = 5.55
PEAK FLOW RATE(CFS) = 5.77
END OF RATIONAL METHOD ANALYSIS
Appendix 5
Modified-Puls Detention Routing
RATIONAL METHOD HYDROGRAPH PROGRAM
COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RUN DATE 5/20/2022
HYDROGRAPH FILE NAME Text1
TIME OF CONCENTRATION 10 MIN.
6 HOUR RAINFALL 2.4 INCHES
BASIN AREA 8.27 ACRES
RUNOFF COEFFICIENT 0.85
PEAK DISCHARGE 33.45 CFS
TIME (MIN) = 0 DISCHARGE (CFS) = 0
TIME (MIN) = 10 DISCHARGE (CFS) = 1
TIME (MIN) = 20 DISCHARGE (CFS) = 1
TIME (MIN) = 30 DISCHARGE (CFS) = 1.1
TIME (MIN) = 40 DISCHARGE (CFS) = 1.1
TIME (MIN) = 50 DISCHARGE (CFS) = 1.1
TIME (MIN) = 60 DISCHARGE (CFS) = 1.2
TIME (MIN) = 70 DISCHARGE (CFS) = 1.2
TIME (MIN) = 80 DISCHARGE (CFS) = 1.2
TIME (MIN) = 90 DISCHARGE (CFS) = 1.3
TIME (MIN) = 100 DISCHARGE (CFS) = 1.4
TIME (MIN) = 110 DISCHARGE (CFS) = 1.4
TIME (MIN) = 120 DISCHARGE (CFS) = 1.5
TIME (MIN) = 130 DISCHARGE (CFS) = 1.6
TIME (MIN) = 140 DISCHARGE (CFS) = 1.7
TIME (MIN) = 150 DISCHARGE (CFS) = 1.8
TIME (MIN) = 160 DISCHARGE (CFS) = 1.9
TIME (MIN) = 170 DISCHARGE (CFS) = 2.1
TIME (MIN) = 180 DISCHARGE (CFS) = 2.2
TIME (MIN) = 190 DISCHARGE (CFS) = 2.5
TIME (MIN) = 200 DISCHARGE (CFS) = 2.8
TIME (MIN) = 210 DISCHARGE (CFS) = 3.4
TIME (MIN) = 220 DISCHARGE (CFS) = 3.8
TIME (MIN) = 230 DISCHARGE (CFS) = 5.6
TIME (MIN) = 240 DISCHARGE (CFS) = 2.9
TIME (MIN) = 250 DISCHARGE (CFS) = 33.45
TIME (MIN) = 260 DISCHARGE (CFS) = 4.5
TIME (MIN) = 270 DISCHARGE (CFS) = 3
TIME (MIN) = 280 DISCHARGE (CFS) = 2.4
TIME (MIN) = 290 DISCHARGE (CFS) = 2
TIME (MIN) = 300 DISCHARGE (CFS) = 1.7
TIME (MIN) = 310 DISCHARGE (CFS) = 1.5
TIME (MIN) = 320 DISCHARGE (CFS) = 1.4
TIME (MIN) = 330 DISCHARGE (CFS) = 1.3
TIME (MIN) = 340 DISCHARGE (CFS) = 1.2
TIME (MIN) = 350 DISCHARGE (CFS) = 1.1
TIME (MIN) = 360 DISCHARGE (CFS) = 1
TIME (MIN) = 370 DISCHARGE (CFS) = 0
Outlet Structure for Discharge of BMP-1
Discharge vs. Elevation Table
Low-flow orifice Slot orifice Emergency Overflow
No.: 1 No.: 1 Invert: 5.5 ft
Invert: 0 ft Invert: 2.00 ft L: 15 ft
Dia: 4 in Length: 2.75 ft Cw:3.1
Dia: 0.33 ft Height 0.25 ft Tank Dimensions
A: 0.087 sq.ft. A: 0.69 sq.ft Area: 5,971 sq.ft.
Co:0.6 Co:0.6 Height: 6 ft
Total Vol: 35,824 cu.ft.
Note: h = head above the invert of the lowest surface discharge opening.
Elev h* Volume Qorifice-low Qslot-mid Qemerg Qtotal
ft) (ft) (ac-ft) (cfs) (cfs) (cfs) (cfs)
182.75 0.00 0.0000 0.0000 0.000 0.000 0.0000
183.00 0.25 0.0343 0.1292 0.000 0.000 0.1292
183.25 0.50 0.0685 0.2712 0.000 0.000 0.2712
183.50 0.75 0.1028 0.3431 0.000 0.000 0.3431
183.75 1.00 0.1371 0.4023 0.000 0.000 0.4023
184.00 1.25 0.1713 0.4539 0.000 0.000 0.4539
184.25 1.50 0.2056 0.5001 0.000 0.000 0.5001
184.50 1.75 0.2399 0.5425 0.000 0.000 0.5425
184.75 2.00 0.2741 0.5817 0.000 0.000 0.5817
185.00 2.25 0.3084 0.6185 1.433 0.000 2.0519
185.25 2.50 0.3427 0.6532 2.190 0.000 2.8428
185.50 2.75 0.3769 0.6862 2.745 0.000 3.4309
185.75 3.00 0.4112 0.7176 3.205 0.000 3.9228
186.00 3.25 0.4455 0.7477 3.607 0.000 4.3550
186.25 3.50 0.4797 0.7767 3.969 0.000 4.7456
186.50 3.75 0.5140 0.8046 4.300 0.000 5.1048
186.75 4.00 0.5483 0.8316 4.608 0.000 5.4393
187.00 4.25 0.5825 0.8577 4.896 0.000 5.7537
187.25 4.50 0.6168 0.8831 5.168 0.000 6.0513
187.50 4.75 0.6511 0.9077 5.427 0.000 6.3345
187.75 5.00 0.6853 0.9317 5.674 0.000 6.6053
188.00 5.25 0.7196 0.9551 5.910 0.000 6.8652
188.25 5.50 0.7539 0.9779 6.137 0.000 7.1154
188.50 5.75 0.7881 1.0002 6.357 5.813 13.1695
188.75 6.00 0.8224 1.0221 6.569 16.440 24.0310
Note:
1. Weir equation, Q=CwLe(h)3/2
2. Orifice equation, Q=CoAe(2gh)1/2
3. Slot orifice acts as a weir when h* < hslot; slot orifice acts as an orifice when h* hslot
HEC-HMS Detention Routing Summary
Project Shinohara
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